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ALL DOCS & CO - 08-00127 - Wolfe Lighting Center - Addition & Remodel
U o ♦� CITY of N REX cw B Id ul in Americas Family Community 9 6 t �iHED �, Permit ISSUED TO: PERMIT #: 0800127 NAME: Wolfe Brad I, 4 FOR THE CONSTRUCTION OF: Wolfe Lighting Center Additior JOB ADDRESS: 250 W Main St GENERAL CONTRACTOR: Benfield Construction This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved bythe Building Inspector. Date Approved Is 04/09/2008 Building Inspector THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY 1) A complete set of approved drawings along with the permit must be kept No work shall be done on any part of N O on the premises during construction, T I C E 2) The permit will become null and void in the event of any deviation from the the building beyond the point indicated in each successive inspection without 3. Foundation ■ accepted drawings. approval. No structural framework of 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered without approval. INSPECTION CARD BUILDING noon A.-- --A 1. Layout 2. Footing 3. Foundation 4. Framing 5. Insulation 6. Drywall 7. Sidewalk 8. Final ELECTRICAL Date Approved 1. Rough -In 2. Final OTHER Date Approved 1. Fire Department Fine PLUMBING noon A.^ -A 1. Sewer Service Conn 2. Water Service ConnE 3. Rough -In 24 Hour Notice and Permit Number required to make inspection appointments For Inspections Call 359 -3020 option 2 ACERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL 1£ PLUMBING INSPECTION x - ,�3 '0XBpRC �9 CI TY of Certificate of Occupancy " REX City of Rexburg America's Fam C om m unit y ` Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (2081359 -3024 Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Contractor: Special Conditions: Occupancy: 0800127 International Building Code 2006 250 W Main St Wolfe Lighting Center Type V, non -rated Commerical No Wolfe Brad 368 Eagle Ct Re)burg, ID 83440 Benfield Construction Mercantile, display and sale of merchandise This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance vNth the requirements of the code for the group and division of occupancy and the use for VLhich the proposed occupancy vies classified. Date C.O. Issued: July 22, 2008 (04: PM) C.O Issued bv: Building Official There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspec Fire Inspector: Electrical Inspector: P&ZAdministrator: -' �1 oti�EXB�R� 09 00127 A. CITY O F o - REXBURG Wolfe Lighting Center Americas Fa Community Remodel & Addition •S HF4 COMMERCIAL & MULTI FAMILY BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID 83440 208 - 359 -3020 X326 PARCEL NUMBER P ) f f 10305 5 (We will provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# is based on the Information - must be OWNER NAME. CONTACT PHONE #. PROPERTY ADDRESS: :7_!5 l& 0a,Ar PHONE #: Home (�,g) 5�f �Gi�7T Work (530) Cell OWNER MAILING ADDRESS: (,!� 6_�Q fe_ Or CITY: STATE; ZIP: _5k 6 EMAIL htz4 -d wt, I& FAX e� APPLICANT (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL F PHONE #: Home ( ) Work ( ) Cell ( CONTRACTOR A,4 �4,el —' ��� C'c��� r��, �Ta�•/ MAILING ADDRESS i,&,,c� CITY -- ,42,Z � STATE —Q9_ ZIP 1 a PHONE: Cell# 20Sk - 4 1CO- 210U Work # Zz2g: - 3SZ -- A:�69 Z Fax# 4�E -i3SZ — 9 z EMAIL IDAHO REGISTRATION # & EXP. DAT T %0& MOT How many buildings are located on this property? 4212P Did you recently purchase this property? No Ye (If yes, list previous owner's name) Zg> ,1 lzi-n d Is this a lot split. E YES (Please bring copy of new legal description of property) PROPOSED USE: (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garag( mercl Addition, Etc.) — CIRCLE ONE APPLICANT'S SIGNATURE, CERTIFICATION AND — AUTHORIZATION: under penalt ofperjur I hereb certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. �i7 _0_5_ DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning lams L 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval **Building Permit Fees are due at time of application ** **Building Permits are void if your check does not clear** 2 • 0 NAME PROPERTY ADDRESS ,-zb YY rY -i6 SUBDIVISION Dwelling Units:_ SETBACKS FRONT City of Rexburg I Please Complete the Entire Application! I If the question does not apply fill in NA for non applicable SIDE SIDE BACK Remodeling Your Building /Home (need Estimate $ SURFACE SQUARE FOOTAGE. • (Shall include the exterior wall measurements of the building) 9Cnn.d0 AvVi hart First Floor Area -s An + 5 Z- Unfinished Basement area Second floor /loft area Finished basement area Third floor /loft area Garage area Shed or Barn Carport /Deck (30" above grade)Area Water Meter Quantity: Water Meter Size: Required!fl PLUMBING / Plumbing Contractor's Name: Business Name: X a'l e Address p r) , 2;aT 7 S�j City State - Zip Contact Phone: ( ) Business Phone: (Zp ST� V 7 7 6 F,mail Fax FIXTURE COUNT (including roughed fixtures) Clothes Washing Machine _ Dishwasher Floor Drain I Garbage Disposal Hot Tub /Spa Sinks (Lavatories, kitchens, bar, mop) Sprinklers Tub /Showers Toilet /Urinal Water Heater Water Softener Plumbing Esti na (Commercial Only) C Required! Signature of Licensed Contractor Licens nun er Date Parcel Acres: 4 11 The City o} Wbur_a's permit fee schedule is the same as required by the of Idaho NAME S JZ +t3 PROPERTY ADDRESS 2Sc') SUBDIVISION Please Complete the Entire Applicationl If the question does not apply fill in NA for non applicable Permit# Required!!! MECHANICAL Mechanical Contractor's Name: Business Name: Address 2n, 6c, x City - - 4,4ee State Zip Q Contact Phone: ( ) Business Phone: ) R Email Fax Mechanical Estimate $ Zg. (200 (Commercial /Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Heat (Circle all that apply Gas Oil Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Awfication Point of Delivery must be shown on Tans. I- L i b Requiredl Signature of licensed Contractor License number The schedule is the same as 2 -s" C Date the State of Idaho 5 Cl • Building Safety Department City of Rexburg 19 E Main jonellh@rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 of Rgx °Ac v o C I T Y O F MX BURG cw l-- - - -- Americ4 Family Community OWNER'S NAME -� PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit# Requiredffl ELECTRICAL Electrical Contractor's Name 82.-7 AW6j -- Business Name Address 36 5? 6EZt62 c-7 —City State 1 Zip O Cell Phone y) sin :5:9 6�6 Business Phone (3 0 ) c — Fax (530) D 9 6e (on ) Email bdamL o?d I A- 02 � -�-- / - 9,0 Electrical Estimate (cost of wiring & labor) $ r9cU (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) I Number of meters being installed Up to 200 amp Service* 1 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ /Z UG o Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. 2 0 0 Building Safety Department o4 RtiXa� R � , City of Rexburg U� 19 E Main jonellh @rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OWNER'S NAME PROPERTY ADDRESS 2-S 0 y\1 SUBDIVISION PHASE LOT BLOCK C IT Y OF RE XB UR G _ O __. America's Family Community 0800127 Wolfe Lighting Center - Remodel and Addition Require&ff ELECTRICAL Electrical Contractor's Name c (- Business Name f A < Ie4�- Address 2 ' ��� City( State -�vt ,y Zip �� �O Cell Phone ) 222 `jam; Business Phone Fax ( ) Email �l 6 ?"'i Electrical Estimate (cost of wiring & labor) $ , L - ) ` o (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same trine) Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Existing Residential (# of Branch Circuits) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry *Includes a maximum of ins tions. A ditional inspections charged at requested inspection rate of $40 per hour. C c� Signature of censed Contractor License number Date The Cite of Rexburg s permit fee schedule is the same as required by the State of Idaho Signature of Licensed Contractor+ License number Date The City of Bex burg's permit fee schedule is the same as required by the State o f Hahn OF R$XB VA �.4 f o 1 7� U C C IT Y OF Building Safety Department City of Rexburg 19 E. Main janellh@rexburg.org Phone: 208.359.3020 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 R Americas Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO - APPLICANT INFORMATION: APPROVED BY: Business Name Gf /l'L 6C" Office Address: 2_°�p 4cd lnp&"% T) 23V46 City State Zip Office Phone Number: ( ) /- %o Contractor Performing the Work: — -s Contact Person: %lam./ (C ell Phone # - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: 1,61. & nrn"7 -- Business Name Where Work Will Be Done: Dates For Work To Be Done: 3 - / -o To fn - j -tp 5z Contact Person: Phone Number: (;M9) Cell # ( ) PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: ❑ AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES ❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES Applicant's Signature Date ............................................................ ............................... 7 02/22/2008 15:02 2084190765 SUMMIT CONSULTING PAGE 01/04 SUMMIT CONSULTING SERVICES, INC. P.O. BOX 1806 IDAHO FALLS, ID 83403 PHONE/FAX: (208) 419 -0765 #08 -1015 February 22, 2008 Mr. Brad Wolfe Wolfe Electric 250 W. Main Rexburg, lD 83440 Re: New roof attachment 250 W. Main Rexburg, ID This letter is to provide documentation-that Summit Consulting Services, Inc. has designed the attachment for the new trusses as shown in the attached 8 % x I I detail sbeets. The design is based upon a 35 psf roof snow load, a 90 mph 3 second gust wind force with exposure B, and lateral forces for seismic design category D. The structural design is based upon the 2006 International Building Codes requirements and restrictions. This design is intended to cover only the attachment of the new trusses at the address irferenced above. This letter is not intended to cover any other structural, mechanical, electrical, or architectural features. The design is for a one time use for the above mentioned building only. The design is limited to a one time use for the above referenced project and none of the design or portions of the design are to be used or reused on any other projects without the written consent of Summit Consulting Services, Inc. Due to the limited involvement and no construction observations, Summit Consulting Services, Inc. is limiting our liability to $5000. Sincerely, Adam R. Hoopes, P.E. 08/01/2008 14:26 2083567356 PAGE 01 Rug of 2000 i2;13pM H FtSERJET FfiX p.fi ww� /� w PAW r. of 1 IYIA� �S �rD-ra IH11o00 R:tE�A1-R•1 payo12C08ctEaoeTarttWta�c , WMFFL*C, RExeKr7�9M0� DO: TEES NG & INSPECTION Q Fr Mronmentsl ServlCsm - u (3eot Engineern R C ons.ruc tion Mal asiais T esting Q S Inspections - „- Dean Palmer Phone: (208) 336 -6486 Tri -Steel Construction Company, Inc. Fax: (208) 356..7 356 1305 South 12th West Otte Rexburg, ID 83440 Project: Wolf Electric, Rexburg Project Manager: IDaa King inspector: Josh Clark Inspecdom Date: July 23, 2008 IUGIJ STRENGTH BOLTING INSPECTION REPORT On the above date, our representative perfonned work on the referenced project as reported below. MI'l inceptor arrived on site and visually inspected fWl tension slip critical turn -of- -the -nut method for A.STM A325 bolts at every connection for entire building. Faying surfaces flush and in full Contact. Note_ Reference RFl from. Scott A. Russeil dated July 22, 2008. RFC states snug - tight is acceptable and the bolts meet this condition. Work inspected was in evmpliaaee with project plans alud specifications. If there are questions concerning this report (rpt003hsh), please contact the project malnUger at (208) 529 -8242. Respectfully submitted, MATERIALS TESTU G Sir INSPECTION, INC, Reviewed by- George DuPont Corporate Construction Services Vanager '23G tucrri Sacui�ne t)r�m. �:slte y. QdI:O edls tp afa <wZ 2t�� g28.92Gz Maui: 2Ca� 52o -dot a 744 MT20H,- 4.00;12 3x6 1' 9 3x6 !I 36 : 3x6 3.6 '1 16 5x6 ; 5 g 8x8 % 34 e = ' -Ij .. II � . \.t} 10 d� 616 7 --ft 381 6 j - 56 3x6 4 3 l' g\i r _ 5x8 :: 25 5A 5x6 _ __ _ 27 .i- 28 5x12 -. 3x6 tl i � 36 i 8x8 i Fx 1 11 5x6 12 3x611 Iy� 1 3x6 I, M'.I 23 3x6 it - -f -. „- h m1� �4 3* 3x6 _ 35;_ IOxi0 MT18H 3x611 _ r D 15 22 21 200.'12 3x6 5� 20 5x6 -__ 18 _ 16 17-1 3x6 5x124. 107 -13 _ 19-1-4 f - _- - Job ,� - Ply -JBRADWOFE- REROOF Plate Offsets (X, (F[2 0 4 0,0 -2 8], [7:0 4 QEdge1, [11:0- 4- O,Edge], [16:0.4- 0,0 -2 -8], [29:0 -1 12,0 -t -8], [32.0 -1- 12,0 -1 -8], [42:0 [60:0 - 1- 12,0-1-1,[70:0 8 -t- 12,0 -1 -8], - _[780-1- 6,0.0 -4L LOADING (psi SPACING 2 -0 -0 TCLL 35.0 Plates Increase 1.15 2335 AG !GABLE�e TCDL 8.0 Lumber Increase 1.15 BCLL 0.53 BC 0.53 1 Vert(LL) -0.43 26 -28 >999 240 Vert(TL) -0.6026-28 >714 180 MT20 185/148 MT20H 0.0 Rep Stress Incr YES 9CDL 8.0 Code IRC2006/TPI2002 WB 0.97 (Matrix Summit Truss, St Anthony, ID 139/111 MT1 8H 185/148 - 2 1 Job Reference o hones LUMBER TOP CHORD 2 X 6 SS - BRACING - - O F 80T CHORD 2 X 6 OF SS 7.030 s Jan 3 2008 fuiTek Industries, Inc. Tue Feb 1914:48:29 2008 Paget , 2-0-0 8 -11-9 15 - 8 11 22 -2 -11 29 -0 -10 -_ - - -j 36 -0 -0 42 -11 -6 9 - -5 -3 -5 63 - -7 4 _ 7 - 0 -0 p 2-0-0 8-11-9 6-9-2 - 6 -6 -0 6 -9-15 6-11-6 6 11-6 _56 6 9-15 r - 6 6 0 6 9 2 - 74_0- 8 -11 -9 2 -0 -0 :code- 1:12a 5 744 MT20H,- 4.00;12 3x6 1' 9 3x6 !I 36 : 3x6 3.6 '1 16 5x6 ; 5 g 8x8 % 34 e = ' -Ij .. II � . \.t} 10 d� 616 7 --ft 381 6 j - 56 3x6 4 3 l' g\i r _ 5x8 :: 25 5A 5x6 _ __ _ 27 .i- 28 5x12 -. 3x6 tl i � 36 i 8x8 i Fx 1 11 5x6 12 3x611 Iy� 1 3x6 I, M'.I 23 3x6 it - -f -. „- h m1� �4 3* 3x6 _ 35;_ IOxi0 MT18H 3x611 _ r D 15 22 21 200.'12 3x6 5� 20 5x6 -__ 18 _ 16 17-1 3x6 5x124. 107 -13 _ 19-1-4 36 -0-0 44-56 _ - 52-10 -12 61 -4 -3 72 -0-0 8 -5 -6 8 -5 -6 8 -5 -6 8-5-6 8 -5 -6 10 -7 -13 Plate Offsets (X, (F[2 0 4 0,0 -2 8], [7:0 4 QEdge1, [11:0- 4- O,Edge], [16:0.4- 0,0 -2 -8], [29:0 -1 12,0 -t -8], [32.0 -1- 12,0 -1 -8], [42:0 [60:0 - 1- 12,0-1-1,[70:0 8 -t- 12,0 -1 -8], - _[780-1- 6,0.0 -4L LOADING (psi SPACING 2 -0 -0 TCLL 35.0 Plates Increase 1.15 CSI _ TC DEFL in (loc) Well Ud - -- PLATES GRIP - TCDL 8.0 Lumber Increase 1.15 BCLL 0.53 BC 0.53 1 Vert(LL) -0.43 26 -28 >999 240 Vert(TL) -0.6026-28 >714 180 MT20 185/148 MT20H 0.0 Rep Stress Incr YES 9CDL 8.0 Code IRC2006/TPI2002 WB 0.97 (Matrix Horz�L ) 0.06 23 n/a n/a 139/111 MT1 8H 185/148 - - Weight: 497 lb g LUMBER TOP CHORD 2 X 6 SS - BRACING - - O F 80T CHORD 2 X 6 OF SS TOP CHORD Structural wood sheathing direct) g y applied or 3 -5 -15 oc purlins. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 5-3 -8 oc bracing. 1 1 OTHERS 2 X 4 HF Stud WEBS 1 Row at midpt 6-24.8-23, 9-23,10-23,12-22 REACTIONS (Ib/size) 23= 5216/0 -5-9 (input: 0-5-8)12=1239/0-5-8,16= 1239/0-5-8 Max Horz2= 182(LC 3) Max Uplift23=-81 1 (LC 5), 2=- 385(LC 3), 16= 430(LC 4) Max Grav23= 5216(LC 1), 2= 1509(LC 9), 16= 1509(LC 10) I FORCES (lb) - Maximum Compression/Maximum Tension JOP CHORD 1.2 =0/52, 2 -3 =- 5065/1090, 3-4 =- 4389/905, 4- 5=- 4273/916, 5 -6=- 2101 / 1500, 6-7 =- 373(2322, 7 -8 =- 36212353, 8- 9- 714/4866, 9.10 =- 701/4866, 10 -11=- 451/2353,11 -t2= -46112322,12 -13 = 2101 -14 - -15 =- 4389/989,15 -16 =- 5065/1173,16 -17 = 0/52 BOT CHORD 2-28=-1 119/4738, 27- 28=- 1125/2992, 26 -27_ 110513006, 25- 26=- 1753/1107, 24-25-1733/1117, 23-24=-2508/827, 22- 23=- 2508/731, 21- 22=- 1733/1117,20 -21_ 1753/1107,19 -20- 110513006,18 -19 =- 112512992,16 -18 =- 101414738 WEBS 3 -28 =- 745/311,5 -28 =- 246/1479,5 -26 =- 1263(397,6 -26= 279/1414,6 -24- 18481530,8 -24 =- 268/1388,8 -23 =- 2376/642,9 -23- 3614/620, 10- 23=- 2376/642,10 -22 =- 268 /1388,12 -22 =- 18481530,12 -20 =- 278/1414,13 -20= 1263/396,13 -18 =- 244/1479,15 -18 =- 7451309 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.8psf; BCDL= 4.8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 4) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over -all building bracing is designed j by a qualified engineer, architect, or building designer. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x4 MT20 unless otherwise indicated. 8) Gabe studs spaced at 2 -0-0 oc. 9) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 10) Bearing at joint(s) 2, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 811 lb uplift at joint 23, 385 lb uplift at joint 2 and 430 lb uplift at joint 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 23. 13) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard Job ;Truss - russ Type - 2335 �A SCISSORS SummA Truss, St Anthony, ID LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1 -2 =13, 2 -5 =19, 5- 6 =- 18(F = -37) 6 -9 =19, 9- 16 =32, 16- 17 =49, 2- 23 = -10, 16 -23 -10 Horz: 1- 2 = -22, 2- 9 = -28, 9-16--42,16-i 7=58 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plo Vert: 1 -2 =49, 2 -5=32, 5 6 =- 5(F -37), 6 -9 =32, 9- 16 =19,16-17=1 3. 2-23-10,16-23=-1 0 Horz: 1- 2 = -58, 2-9--42,9-16=29,16-17=23 6) MWFRS 2nd Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert: 1 -2 =13, 2 -5 =19, 5-6= 18(F = -37), 6 -9 =19, 9- 16 =32, 16- 17 =49, 2.23 = -10, 16 -23 -10 Horz:1- 2 = -23, 2-9=-29,9-16-42,16-17---58 7) MWFRS 3rd Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plo Vert: 1 -2=31, 2 -5 =14, 5-6=-23(F=-37),6-9=14.9-16=9,16-17=3,2-23=-10, 16- 23 = -10 Horz: 1- 2=-40, 2 -9- 24, 9-16=18,16-17=12 8) MWFRS 4th Wind Parallel: Lumber Increase--1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1-2=3,2-5=9, 5- 6=- 28(F = -37), 6-9 =9,9-16=14,16-17=31, 2- 23 = -10, 16- 23 = -10 Horz: 1-2=-12,2- 9 = -18, 9- 16 =24, 16 -17 =40 9) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-5=-86, 5 6=- 123(F - 37), 6- 9 = -86, 9.17_ 16, 2 -23- 16, 16- 23 = -16 j 10) 2nd unbalanced Regular: Lumber Increase=1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-5=-16, 5 6=- 53(F = -37), 6- 9 = -16, 9-17=-86, 2 Ory Ply I BRAD WO RO FE- REOF - - - -- I 140 1 - -.. - -- -.. _Job Reference optional 7.030 s Jan 3 2008 MTek Industries, Inc. Tue Feb 1914:4826 2008 Page 2 1 I I Job - -- ._- ;Truss - - 2335 -.. , Truss Type. - -.. _.._. __ -. - ___ -- 1 -- ,Qty Ply iBRADWOFE- REROOF - -_- - - -_- -- A (SCISSORS X40 1 -_ -- - _- Summit Tim, - '- jJob Reference T_II A St nthony ID Anthony, n - _� L -- oj_ aVonaj , 7.030 s Jan 3 2008 tviTek Industries, Inc. Tue Feb 19 74:4825 2008 Pagel 8 11 9 15 -8 11 22 -2 11 X 29.0 10 36 -0 -0 _ - �_ _ - _ -__ 42 -11 -6 _ - 49 -9 -5 j _, 56 -3 - _ j _63 -0 - 7 _ 72 - -0 __74 -0-p i - .- _ 2-0-0 8 11 -9 6 -9 -2 " 6 -6 -0 6 -9 -15 6 -11 -6 6 -11 -6 6 -9 -15 6 -6 -0 6 -9 -2 8 -11.9 2 -0 -0 1 S.I.. 1:120.5 4.00 12 8 7x14 M120H 5x12 10 -7 -13 19-1-4 - 27-6-10 -0 36 - - 44-5 -6 52 -10 -12 .T 61-4-3 7 2 -0 -0 10 -7 -13 8 -5 -6 8 -5 -6 8 -5 -6 8 -5 -6 8 -5 -6 8 -5 -6 10 -7 -13 Plate Offsets Y):_[2 0 4 0 -8] 16:0 - -0 0=2-8 - - - - - - - - - - - - -- - -- - - - -. -_- __ LOADING (psf) SPACING 2 -0.0 I CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 35A Plates Increase 1.15 TC 0.61 Vert(L-) -0.4318-20 >999 240 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.63 Vert(TL) - 0,68 26-28 >630 180 MT20H 1391111 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 23 n/a n/a MT18H 185/148 BCDL 8.0 Code IRC2006(TP12002 (Matrix} Weight 4151b _ TOP CHORD Structural wood sheathin g directly applied or 3-3-15 oc puriins. WE CHORD 2 X 6 DF SS BOT CHORD Rigid ceiling directly applied or 5 -0 -14 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 6-24, B-23,10-23,12-22 REACTIONS (lb/size) 23= 541710 -5-12 (input: 0-5-8),2=131610-5-8,16=1201/0-5-8 2 Rows at 1/3 pis 9 -23 Max Herz 2- 182(LC 4) Max Uplift23- 61 1 (LC 5), 2=- 308(LC 3), 16=- 467(LC 4) Max Grav23= 5417(LC 1), 2= 1586(LC 9),16=1 472(LC 10) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0152, 2 -3 =- 5480/678, 3-4 =- 4824/473, 4-5=- 4709/482, 5 -6- 249811181, 6.7 =386/2308, 7-8=- 380/2339, 8 -9=- 485/5097, 9-10-474/5096, 10 -11- 224/2582, 11- 12=- 234/2551, 12 -13 1877 13 = - 4067/1209, 14-15 =4182/1198, 15 -16 4%311377,16-17=0/52 BOT CHORD 2 -28 =- 726/5134, 27 -28= 658/3461, 26-27- 638/3475, 25- 26=- 1492/1369, 24 -25 =- 1471/1379, 23.24- 2554!783, 22- 23=- 2729/513, 21 -22 1951/900,20-21-1971/889, 19.20- 1319/2794, j 1 8- 19- 1339/2780,16 -18 =- 1209/4546 WEBS 3 -28 =- 712/345,5 -28- 302/1425,5 -26 =- 1408/252,6 -26 =- 141/1552,6 -24 =2132/246,8 -24_ 74/1582,8 -23 =- 2573!446,9 -23 =- 3764/472,10 -23 =- 2376/642,10 -22- 267/1389,12 -22- 1850/527, 12 -20- 276/1416,13-20-1267/392,13-1 8=-230/1495,15-18=- 7531302 NOTES 1) Unbalanced root live bads have been considered for this design. 2) Wind: ASCE 7 -05; 90mph; h =251t; TCDL- 4.8psf; BCDL= 4 -8psf; Category II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer- 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 5x6 MT20 unless otherwise indicated. 7) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 8) Bearing at joint(s) 2, 16 considers parallel to grain value using ANSUTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 23, 308 lb uplift at joint 2 and 467 lb uplift at joint 16. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 23. 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS[($) Standard 1) Regular. (ty/liber Increase =1.15, Plate Increase =1.15 Uniform (plf) 1.5 = -86, 5- 6=- 123(F= 37), 6- 9 = -86, 9- 17 = -86, 2- 23 = -16, 16 -23 -16 2) IBC BC :Lumber Increase-1.25, Plate Increase =1.25 Uniform Loads (pff) Vert: 1-5-16, 5- 6=- 53(F = -37), 6-9=-l6,9-l7=-l6, 2- 23 -36, 16- 23 = -36 J) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =123 Uniform Loads (plo Vert: 1 -2 =49, 2 -5=32, 5.6- 5(1`= -37), 6 -9=32, 9-16=19,16-17=13, 2-23=10, 16- 23 =•10 Herz: 1- 2 = -58, 2- 9=-42, 9-16--28,16-17=22 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =133 Continued - on page 2 , _- I J 7. 1 I Summit Truss To: 211 W Industrial Park Rd ! Q D OTE St. Anthony, ID 83445 HOUSE ACCOUNT - - - - - j 1 Job Number: 2335 (208) 624 - 0333 Fax: (208) 624 - 0336 __ _ — - -. Page: 1 Project: BRAD WOFE- REROOF Block No: Date: 02/19/08 14:47:04 Model: Lot No: S, et Office: — Deliver TO: Account No: 355548440 - Na.ne: BRAD WOFE Des i gner: MEM Phone: Salesperson: Eric Anderson Fax: Quote Number: 2335 Tentative Delivery Deliv Date: REXBURG, ID P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Top Pit. LOH ROH Height Bot. Pit, 40 A 72 -00-00 (SCISSORS 4.00 13 -01 -13 i02 00 -00 02 -00 -00 4151bs. each � 2 X 6 2 X 6 --�� -2.00 - }- AG -- 72 -00 -00 2 GABLE I 4.00 13 -01 -13 [02 -00-00 02 -o0 -00 496 lbs. ea i 2 X 6 2 X 6 2.00 Total Truss Price: Misc. Items: SUB - TOTAL: Delivery: Selling Price: SALES TAX IS NOT INCLUDED IN PRICE SHOWN SPECIAL ORDER HANGERS NOT INCLUDED U2/22/2008 15:02 2084190765 SUMMIT CONSULTING NEW TRU55E5 ROOF 5HEATHIN6 BLOCK IN6 i5cl NAILS @ bllar, E30UNPARY NAILING 16d NA'IL5 a 4" O.G. TOE NAILED TO NEW PLATE5. R: ama a=aamma =M!m moll ----------------------- EDGE 60ARD �A 51MP'30N H105 I T ANCHOR AT EACH TRUS5 - - - - - - - - - - - - - - - - - - - - - 5IMP50N LTP4 III ANCHOR 024" O.C. F_X15TIN& WALL 5HEATHINO SECT 10N 50AEE SUMM CONSMUNG MEMM lwc NEW ROOF - DETAIL 250 W.- MAIN Tim. ave�^ive -mow REXBURG. IDAHO PAOAW N& 06-1015 PAIr. FEB, 22, 2008 PAGE 02/04 nl /'L1 /'LbaB 15:02 2084190765 SUMMIT CONSULTING • PAGE 03/04 08 001.27 Nucor Building Syste P.O. Box 907 1050 North Brigham City, UT 843.- STRUCTURAL DESIGN CALCULATIONS FOR TRI -STEEL CONSTRUCTION CO. INC 1305 S. 12TH WEST REXBURG, ID 83440 BRAD WOLFE 250 WEST MAIN STREET REXBURG, ID 83440 U08M0072A BUILDING DATA width (ft) = 68.0 Length (ft) = 74.0 Eave Height (ft) = 18.0/ Roof Slope (rise /12 ) = 1.00/ Dead Load (psf ) = 3.0 Live Load (psf ) = 20.0 Collat. Load (psf ) = 3.0 Snow Load (psf ) = 35.0 wind Speed(mph ) _ 90.0 wind Code = IBC 06 Closed /Open = C Exposure = C Internal wind Coeff = -0.18, Importance - wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D seismic Coeff (Fa*Ss) = 0.67 CONTENTS General Notes pages 1 - 1 Descalc.out pages 1 - 13 SwDes -F.out pages 1 - 15 SwDes -B.out pages 1 - 8 SwDes -L.out pages 1 - 19 EwDes - R.out pages 1 - 17 RoofDes.out pages 1 - 57 RfDes -1.out pages 1 - 7 Wolfe Lighting Center - Addition. & Remodel 18.0 1.00 +0.18 � L MAa s , 200e D CITY OF REXBURG The Professional Engineer whose seal appears on these structural Design Calculations is employed by Nucor Building Systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. General Notes wall Identification Page 1 Description of Contents Design of this project was performed using MBS software by Metal Building software, Inc. Report files typically included in the calculation package are described below. In some cases the MBS program output may be supplemented by spreadsheets, hand calculations, or output from Nucor programs. Note that not all of the items listed below will be applicable for every job. DesCalc.out summary of applied loads, combinations, coefficients, reactions, and seismic design. SwDes -F.out Front sidewall design, including panel, ggirts, and framed openings. (For sidewall bracing see ROD es.out.) SwDes -B.out Back sidewall design, including panel, girts, and framed openings. (For sidewall bracing see RoofDes.out.) SwDes -.out Left endwall design, including post and beam columns, rafters, endwall or tie -back bracing, as well as panel, girts, and framed openings. SwDes -R.out Right endwall design, including post and beam columns, rafters, endwall or tie -back bracing, as well as panel, girts, and framed openings. RoofDes.out Roof design, including panel and purlins for main roof, extensions, and canopies. RoofDes.out also includes design of the longitudinal bracing system, consisting of roof bracing and, as applicable, sidewall bracing, portals (which MBS calls wind bents), fixed -base or portal -type columns (which MBS calls wind columns), or diaphragm (referred to as panel shear). RfDes -_.out Rigid frame design, numbered as needed. The frame lines for which a particular design applies are listed in the "Design Summary Report" as Line Id's. Frame lines typically start with 1 at the left endwall and increase to the right. CompDes.out Design of "component" items including canopy and extension beams. PartDes.out Design of partition sheeting, girts, and columns. 3/25/2008 DesCalc.out Page 1 Nucor Building Systems P.O. Box 907 1050 North Watery Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR TRI -STEEL CONSTRUCTION CO. INC 1305 S. 12TH WEST REXBURG, ID 83440 BRAD WOLFE 250 WEST MAIN STREET REXBURG, ID 83440 U08M0072A BUILDING DATA Width (ft) = 68.0 Length (ft) = 74.0 Eave Height (ft) = 18.0/ 18.0 Roof Slope (rise /12 ) = 1.00/ 1.00 Dead Load (psf ) = 3.0 Live Load (psf ) = 20.0 Collat. Load (psf ) = 3.0 Snow Load (psf ) = 35.0 Wind Speed(mph ) = 90.0 Wind Code = IBC 06 Closed /Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa *Ss) = 0.67 Designer = 3/24/08 3/25 U08M0072A FRONT SIDEWALL: --------- - - - - -- DesC�� Design Loads For Building Components: 3/24/08 11:44am BASIC LOADS: Basic Wind Load Ratio Wind Deflect Factor 15.5 0.70 1.33 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 13.7 -15.1 16.6 -18.0 12.8 -14.2 13.7 -15.1 BACK SIDEWALL: --------- - - - - -- BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 15.5 0.70 1.33 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 13.7 -15.1 16.6 -18.0 12.8 -14.2 13.7 -15.1 LEFT ENDWALL: -------- - - - - -- - - -- -Edge ----- Zone Col/ Width Girt Panel Jamb 6.80 1.08 1.22 1.08 Girt /Header Panel Jamb Parapet - - -- -Edge ----- Zone Col/ Width Girt Panel Jamb 6.80 1.08 1.22 1.08 Girt /Header Panel Jamb Parapet BASIC LOADS: ----- Edge_Strip_Ratio ----- Dead Collat Live Snow Basic Wind Load Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.0 3.0 20.0 35.0 15.5 0.70 1.33 6.80 1.04 1.22 1.04 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 2.14 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 12.6 -14.0 Column 13.1 -14.5 Girt /Header 13.1 -14.5 Jamb 16.6 -18.0 Panel 23.3 -15.5 Parapet WIND COEFFICIENTS: Surf Rafter _ Wind _I Rafter Bracing Id Left Right Left Right Left Right 1 0.00 0.00 0.00 0.00 0.40 -0.60 Long Surface Wind Friction 0.00 0.00 Page 3/25/2008 DesCale.out Page 3 2 -1.17 -0.68 -0.81 -0.32 -1.17 -0.68 -0.87 0.00 3 -0.68 -1.17 -0.32 -0.81 -0.68 -1.17 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.60 0.40 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Rafter Wind Brace Wind Long Column Wind Aux Load No. Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 7 1.00 1.00 0.00 0.50 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 8 1.00 1.00 0.00 0.50 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 11 1.00 1.00 0.00 1.00 0.65 0.00 0.65 0.00 0.00 0.00 0.65 0.00 0 0.00 12 1.00 1.00 0.00 1.00 0.00 0.65 0.00 0.65 0.00 0.00 0.65 0.00 0 0.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.65 0.00 0.00 0 0.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0.65 0.00 0 0.00 15 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 17 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 18 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 19 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 20 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 21 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 22 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load Rafter _Wind _1 Rafter _Wind _2 Long Aux No Id Dead Coll Live Snow Left Right Left Right Wind Seis Id Coef 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 8 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 11 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 12 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 15 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 22 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 23 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 -1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 6 1 E1UNB_SL 1 3 1 0.30 2 1.20 3 0.49 2 ElUNB_SL 2 3 2 0.30 1 1.20 4 0.49 3/25/2008 DesCalc.out 3 E1PAT_SL 3 1 5 0.50 4 E1PAT_SL 4 1 8 0.50 5 E1PAT_SL 5 3 5 0.50 6 0.50 7 0.50 6 ElPAT_SL 6 3 6 0.50 7 0.50 8 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y Add Id Id Load Type W1 W2 Co Dxl Dx2 12 1 2 - - - - -- D -0.44 -0.44 0.08 0.00 34.12 2 3 - - - - -- D -0.44 -0.44 -0.08 0.00 34.12 3 3 - - - - -- D -0.44 -0.44 -0.08 0.00 22.03 4 2 - - - - -- D -0.44 -0.44 0.08 12.09 34.12 5 2 - - - - -- D -0.44 -0.44 0.08 0.00 21.57 6 2 - - - - -- D -0.44 -0.44 0.08 21.57 34.12 7 3 - - - - -- D -0.44 -0.44 -0.08 0.00 12.54 8 3 - - - - -- D -0.44 -0.44 -0.08 12.54 34.12 9 2 WINDLI D -0.09 -0.09 0.00 34.00 34.12 10 2 WINDL2 D -0.09 -0.09 0.00 34.00 34.12 11 3 WINDRI D -0.09 -0.09 0.00 0.00 0.12 12 3 WINDR2 D -0.09 -0.09 0.00 0.00 0.12 RIGHT ENDWALL: BASIC LOADS: Dead Collat Live Load Load Load 3.0 3.0 20.0 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 2.14 0.00 0.00 Snow Basic Wind_ Load_ Ratio Load Wind Deflect Factor 35.0 15.5 0.70 1.33 Conc Dist ----- Edge_Strip_Ratio ----- Zone Col/ Width Girt Panel Jamb 6.80 1.04 1.22 1.04 WIND PRESSURE /SUCTION: Wind Wind Press Suct 12.6 -14.0 Column 13.1 -14.5 Girt /Header 13.1 -14.5 Jamb 16.6 -18.0 Panel 23.3 -15.5 Parapet WIND COEFFICIENTS: Surf Rafter Wind 1 Rafter Wind 2 Bracing Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.40 -0.60 0.00 0.00 2 -1.18 -0.68 -0.82 -0.32 -1.18 -0.68 -0.87 0.00 3 -0.68 -1.18 -0.32 -0.82 -0.68 -1.18 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.60 0.40 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Rafter Wind Brace Wind Long Column Wind Aux Load No. Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 7 1.00 1.00 0.00 0.50 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 8 1.00 1.00 0.00 0.50 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 Page 4 3/25/2008 DesCalc.out Page 5 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 11 1.00 1.00 0.00 1.00 0.65 0.00 0.65 0.00 0.00 0.00 0.65 0.00 0 0.00 12 1.00 1.00 0.00 1.00 0.00 0.65 0.00 0.65 0.00 0.00 0.65 0.00 0 0.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.65 0.00 0.00 0 0.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0.65 0.00 0 0.00 15 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 17 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 18 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 19 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 20 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 21 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 22 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load Rafter _Wind _1 Rafter Wind _2 Long Aux No Id Dead Coll Live Snow Left Right Left Right Wind Seis Id Coef 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 8 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 11 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 12 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 15 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 22 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 23 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 -1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 6 1 E2UNB_SL 1 3 1 0.30 2 1.20 3 0.49 2 E2UNB_SL 2 3 2 0.30 1 1.20 4 0.49 3 E2PAT_SL 3 1 5 0.50 4 E2PAT_SL 4 1 8 0.50 5 E2PAT_SL 5 3 5 0.50 6 0.50 7 0.50 6 E2PAT_SL 6 3 6 0.50 7 0.50 8 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 Dist 12 1 2 - - - - -- D -0.42 -0.42 0.08 0.00 34.12 2 3 - - - - -- D -0.42 -0.42 -0.08 0.00 34.12 3 3 - - - - -- D -0.42 -0.42 -0.08 0.00 22.03 4 2 - - - - -- D -0.42 -0.42 0.08 12.09 34.12 3/25/2008 DesCalc.out Page 6 5 2 - D -0.42 -0.42 0.08 0.00 21.57 6 2 - - - - -- D -0.42 -0.42 0.08 21.57 34.12 7 3 - - - - -- D -0.42 -0.42 -0.08 0.00 12.54 8 3 - - - - -- D -0.42 -0.42 -0.08 12.54 34.12 9 2 WINDLI D -0.09 -0.09 0.00 34.00 34.12 10 2 WINDL2 D -0.09 -0.09 0.00 34.00 34.12 11 3 WINDRI D -0.09 -0.09 0.00 0.00 0.12 12 3 WINDR2 D -0.09 -0.09 0.00 0.00 0.12 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind Load Ratio Surface Seis o Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.0 3.0 20.0 35.0 15.5 0.70 1.33 0.00 1.103 0.20 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Suct 10.0 -16.8 Purlins 0.0 -25.9 Gable Extensions 10.0 -18.3 Panels 9.0 -1.7 -16.8 Long Bracing, Building 12.3 -3.9 Long Bracing, Wall Edge Zone 23.3 -15.5 12.4 Long Bracing, Facia /Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone -- Purlin - -- --- Panel - -- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 6.80 1.00 1.18 1.00 1.68 4 6.80 0.00 1.00 1.18 1.00 1.68 5 0.00 6.80 1.00 1.18 1.00 1.68 7 6.80 6.80 1.00 1.18 1.00 2.53 8 6.80 6.80 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 6.80 1.00 1.18 1.00 1.68 5 0.00 6.80 1.00 1.18 1.00 1.68 6 6.80 0.00 1.00 1.18 1.00 1.68 9 6.80 6.80 1.00 1.18 1.00 2.53 10 6.80 6.80 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 3 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load Wind Wind Aux Load Id Loads Id Dead Collat Live Snow Press Suct Id Coef 2 11 1 1.00 1.00 1.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.42 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.30 0 0.00 4 1.00 1.00 0.00 0.50 1.30 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.65 0.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 8 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 10 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 11 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 3 11 1 1.00 1.00 1.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.42 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.30 0 0.00 3/25/2008 DesCalc.out 4 1.00 1.00 0.00 0.50 1.30 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.65 0.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 8 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 10 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 11 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 BRACING DESIGN LOADS: No. Load Wind Wind Seis Aux Load Loads Id Dead Collat Live Snow Press Suct Load Id Coef 5 1 1.00 0.00 0.00 0.00 1.30 1.30 0.00 0 0.00 2 1.00 1.00 0.00 0.50 1.30 1.30 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.65 0.65 0.00 0 0.00 4 1.29 1.29 0.00 0.20 0.00 0.00 1.00 0 0.00 5 0.81 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coef 4 1 - -- 1 1 0.50 2 1 3 0.50 3 - -- 2 1 0.50 2 0.50 4 - -- 2 2 0.50 3 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dxl Dx2 Dist 3 1 0 - - - - -- D -35.0 -35.0 0.0 25.0 2 0 - - - - -- D -35.0 -35.0 25.0 50.0 3 0 - - - - -- D -35.0 -35.0 50.0 74.0 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Temperature Dead Live Snow Collateral Wind Ratio Change 3.0 20.0 35.0 3.0 15.5 0.70 0 BASIC LOADS AT EAVE: - Seismic -- Weak _Axis L Weak _Axis R -- Torsion -- - EW_Brace -- Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis 2.51 5.80 0.00 0.00 0.00 0.00 0.00 0.00 1.44 2.69 WIND COEFFICIENTS: Surf -- Wind_1 - -- Id Left Right 1 0.25 -0.54 2 -0.87 -0.55 3 -0.55 -0.87 4 -0.54 0.25 - -Wi Left 0.67 -0.51 -0.19 -0.13 ad Right -0.13 -0.19 -0.51 0.67 Long Surface 1 2 Friction -0.63 -0.63 0.00 -0.87 -0.55 0.00 -0.55 -0.87 0.00 -0.63 -0.63 0.00 DESIGN LOADS: Load -Wind _1 -- -Wind _2 -- Long_Wind - Seismic -- Aux Load No. Id Dead Coll Live Snow Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 34 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.50 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 7 3/25/2008 DesCalc.out Page 8 11 1.00 1.00 0.00 0.50 0.00 0.00 1.30 0.00 0.00 0.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 13 1.00 1.00 0.00 1.00 0.65 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.00 1.00 0.00 0.65 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.65 0.00 0.00 0.00 16 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.30 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.30 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 -1.30 0.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1.30 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 -1.30 25 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 26 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 -0.65 0.00 27 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.65 28 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 -0.65 29 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 30 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 31 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 32 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 34 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 2 1 F1UNB_SL 1 3 5 0.30 6 1.00 7 0.40 2 F1UNB_SL 2 3 6 0.30 5 1.00 8 0.40 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Add Id Id Type Type W1 W2 Co DI1 8 1 2 WINDLI D -0.12 -0.12 0.000 34.00 2 2 WINDL2 D -0.12 -0.12 0.000 34.00 3 3 WINDRI D -0.12 -0.12 0.000 0.00 4 3 WINDR2 D -0.12 -0.12 0.000 0.00 5 2 D -0.87 -0.87 0.080 0.00 6 3 - - - - -- D -0.87 -0.87 -0.080 0.00 7 3 - - - - -- D -0.87 -0.87 -0.080 0.00 8 2 - - - - -- D -0.87 -0.87 0.080 12.09 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 2 1.00 Dy Conc D12 Dist 34.12 34.12 0.12 0.12 34.12 34.12 22.03 34.12 3/25/2008 DesCalc.out -------- ---------- U08M0072A - Reactions, Anchor Bolts, & Base Plates: 3/24/08 11:44am - - - -- ----- Foundation_Loads(k ) - - - -- --- - - - - -- --------------- -- Frame Col Max _Pos_Val Max Anc._Bolt Base Plate Line Line Id Horz Vert Id _Neg_Val Horz Vert No. Diam Width Len Thick - - - -- 1 - - - - -- A -- 7 - - - -- 1.7 - - - -- -4.5 -- 8 - - - -- -1.5 - - - -- -1.3 - -- 4 - - - -- 0.750 - - - -- 8.00 - - - -- 7.94 - - - -- 0.375 9 0.0 5.7 7 1.7 -4.5 1 B 7 3.9 -14.4 8 -3.5 -3.9 4 0.750 8.00 10.00 0.375 9 0.0 19.7 7 3.9 -14.4 1 C 10 3.9 -14.1 8 -3.5 -4.0 4 0.750 8.00 10.00 0.375 11 0.0 19.7 10 3.9 -14.1 1 D 10 1.7 -6.3 8 -1.5 -1.0 4 0.750 8.00 7.94 0.375 - 1 0.0 - 9.0 10 1.7 -6.3 - - -- 4 - - - - -- D -- 7 - - -- 1.7 - - - -- -6.8 -- 8 - - - -- -1.5 - - - -- -1.0 - -- 4 - - - -- 0.750 - - - -- 8.00 - - - -- 7.94 - - - -- 0.375 1 0.0 8.7 7 1.7 -6.8 4 C 7 3.9 -11.6 8 -3.5 -3.7 4 0.750 8.00 8.19 0.375 12 0.0 18.8 7 3.9 -11.6 4 B 10 3.9 -11.9 8 -3.5 -3.7 4 0.750 8.00 8.19 0.375 13 0.0 18.9 10 3.9 -11.9 4 A 10 1.7 -5.1 8 -1.5 -1.2 4 0.750 8.00 7.94 0.375 13 0.0 5.7 10 1.7 -5.1 2 * A 1 20.2 36.1 2 -8.5 -10.7 4 1.000 8.00 12.69 0.375 3 17.7 36.2 4 -2.1 -13.0 2 * D 5 8.4 -13.3 6 -20.2 41.1 4 1.000 8.00 12.69 0.375 1 -20.2 44.2 5 8.4 -13.3 2 * Frame Lines :2 3 Load Load Id Combination 1 DL +CL +SL 2 DL +1.30WL1 3 DL +CL +FIUNB SL 2 4 DL +1.30LnWndl 5 DL +1.30WR1 6 DL +CL+SL +0.65WL2 7 DL +1.30WL1 +1.30WL2 +1.30WS 8 DL +1.30WP +1.30LnWndl 9 DL +CL +ElUNB SL 2 10 DL +1.30WR1 +1.30WR2 +1.30WS 11 DL +CL +ElUNB_SL 1 12 DL +CL +E2UNB SL 2 13 DL +CL +E2UNB SL 1 BRACING /PANEL SHEAR REACTIONS: ------------------------------ ------ Reactions(k ) - - - - - -- Panel - -- Wall -- Col - - -- Wind - - -- -- Seismic - -- Shear Loc Line Line Horz Vert Horz Vert (lb /ft) - - -- - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - - - -- L EW 1 B ,C 1.49 1.03 2.14 1.48 F SW D Wind Bent In Wall R_EW 4 Bracing In Roof To Rigid Frame Used! Page 9 3/25/2008 DesCaic.out Page 10 B SW A 4 ,3 4.23 2.79 6.12 4.04 WIND BENTS: - - - - - -- Reaction(k ) - - - - -- --- Wall -- Col - - -- Wind - - -- - -- Seismic -- Anc Bolt --Base_Plate(in) --- Loc Line Line Horz Vert Horz Vert No Dia Width Length Thick F SW D 3 ,4 2.1 3.2 3.3 5.0 4 0.750 8.000 20.00 0.375 U08M0072A Additional Reactions Report: 3/24/08 11:44am Rigid Frame Column Reactions ---------------------- - - - - -- Frame Col - -- Dead - -- Collateral - -- Live - -- - -- Snow - -- -Wind L1 -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 * A 2.0 4.1 1.5 2.6 9.7 16.9 16.7 29.3 -8.1 -11.4 2 * D -2.0 4.4 -1.5 2.6 -9.7 19.1 -16.7 37.2 1.4 -9.5 Frame Col - Wind -- -Wind L2 -- -Wind R2 -- - LnWind_1- -5.7 - LnWind_2- -3.6 Line Line Horz _Rl Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 * A -1.6 -7.2 -6.8 -6.6 -0.2 -2.5 -3.2 -10.4 -3.5 -8.4 2 * D 8.0 -13.6 0.0 -4.7 6.7 -8.9 3.5 -8.4 3.1 -10.4 Frame Col Seismic L- Seismic R- F1UNB SL 1 FlUNB_SL 2 -4.8 0.0 Line Line Horz Vert Horz Vert Horz Vert Horz Vert -3.4 0.0 - - - -- 2 * - - - - -- A - - - -- -3.8 - - - -- -1.9 - - - -- 3.8 - - - -- 1.9 - - - -- 14.2 - - - -- 16.7 - - - -- 14.2 - - - -- 29.7 -1.1 0.0 2 * D -3.9 1.9 3.9 -1.9 -14.1 29.7 -14.3 16.7 2 * Frame Lines :2 3 Endwall Column Reactions Endwall Column Reactions ------------------- - - - - -- Out _Of_Plane Frame Col Dead Coll Live Snow - Brc_Wind L- - Brc_Wind_R- Wind_P Wind_S Line Line Vert Vert Vert Vert Horz Vert Horz Vert Horz Horz 1 A 0.6 0.3 2.1 3.7 0.0 -2.0 0.0 -1.1 -1.2 1.3 1 B 1.7 1.0 6.5 11.5 0.0 -5.7 0.0 -3.6 -2.7 3.0 1 C 1.7 1.0 6.3 10.6 0.0 -3.2 0.0 -5.3 -2.7 3.0 1 D 0.9 0.3 3.3 7.8 0.0 -3.1 0.0 -4.0 -1.2 1.3 4 D 0.9 0.3 3.2 7.5 0.0 -4.2 0.0 -3.1 -1.2 1.3 4 C 1.7 0.9 6.0 10.2 0.0 -4.8 0.0 -3.0 -2.7 3.0 4 B 1.7 0.9 6.3 11.0 0.0 -3.4 0.0 -5.2 -2.7 3.0 4 ------------------------------------------------------------------------ A 0.6 0.3 2.1 3.6 0.0 -1.1 0.0 -2.3 -1.2 1.3 - - - - -- Endwall Column Reactions ------------------- - - - - -- 3/25/2008 DesCalc.out Page 11 Frame Col - Raf_ Wind _L- - Raf_ Wind _R- LnWind --Seismic L- -- Seismic _R- Line Line Horz Vert Horz Vert Vert Horz Vert Horz Vert 1 A 0.0 -2.0 0.0 -1.1 -1.5 0.0 0.1 0.0 0.0 1 B 0.0 -5.7 0.0 -3.6 -4.3 0.0 -0.1 0.0 0.0 1 C 0.0 -3.2 0.0 -5.3 -4.3 0.0 0.0 0.0 -0.1 1 D 0.0 -3.1 0.0 -4.0 -1.5 0.0 0.0 0.0 0.1 4 D 0.0 -4.2 0.0 -3.1 -1.4 0.0 0.0 0.0 0.1 4 C 0.0 -4.8 0.0 -3.0 -4.2 0.0 0.0 0.0 -0.1 4 B 0.0 -3.4 0.0 -5.2 -4.2 0.0 -0.1 0.0 0.0 4 A 0.0 -1.1 0.0 -2.3 -1.4 0.0 0.1 0.0 0.0 Frame Col ElUNB_SL 1 ElUNB_SL 2 E1PAT_SL 3 ElPAT_SL 4 E1PAT_SL 5 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1 A 0.0 0.9 0.0 4.7 0.0 2.2 0.0 0.1 0.0 1.8 1 B 0.0 4.7 0.0 17.0 0.0 2.9 0.0 -0.4 0.0 6.0 1 C 0.0 17.0 0.0 4.7 0.0 -0.4 0.0 2.9 0.0 2.7 1 D 0.0 4.7 0.0 0.9 0.0 0.1 0.0 2.2 0.0 -0.3 Frame Col ElPAT_SL 6 Line Line Horz Vert 1 A 0.0 -0.3 1 B 0.0 2.8 1 C 0.0 6.0 1 D 0.0 1.8 Frame Col E2UNB_SL 1 E2UNB_SL 2 E2PAT_SL 3 E2PAT_SL 4 E2PAT_SL 5 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 4 D 0.0 1.8 0.0 4.7 0.0 2.0 0.0 -0.2 0.0 1.8 4 C 0.0 3.5 0.0 16.2 0.0 2.8 0.0 0.0 0.0 5.7 4 B 0.0 16.2 0.0 3.5 0.0 0.0 0.0 2.8 0.0 1.9 4 A 0.0 4.7 0.0 1.8 0.0 -0.2 0.0 2.0 0.0 0.5 Frame Col E2PAT_SL 6 Line Line Horz Vert 4 D 0.0 0.5 4 C 0.0 1.9 4 B 0.0 5.7 4 A 0.0 1.8 U08M0072A Seismic Design Report: 3/24/08 11:44am Building Data Code =IBC 06 Length = 74.00 Width = 68.00 Left Eave Height = 18.00 Right Eave Height = 18.00 Seismic Formula --------------- Base Shear, V = 0.667 *Ie *Fa *Ss *W /R 3/25/2008 DesCalc.out Shear Force, E = Rho *V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega *V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa *Ss = 0.670 R = 3.25, Rho= 1.30 Zone /Design Category= D W = 78.12 (k ) Ie = 1.000 Force, V = 10.74 Seismic Dead Load, W Force, E = Snow Factor = 0.200 Sidewall Bracing Roof Snow = 35.00 (psf ) Back Roof Dead +Collat = 6.00 (psf ) 1.30, Omega= 2.00 Frame Dead = 2.00 (psf ) (k ) Roof Total = 15.00 (psf ) Weight= 75.48 (k ) L_EW Dead = 2.00 (psf ) Weight= 1.32 (k ) F_SW Dead = 2.00 (psf ) Weight= 1.33 (k ) R_EW Dead = 2.00 (psf ) Weight= 1.32 (k ) B_SW Dead = 2.00 (psf ) Weight= 1.33 (k ) F_SW Extend Dead = 10.00 (psf ) Weight= 2.96 (k ) W = 47.82 Total = 83.74 (k ) Seismic Forces -------- - - - - -- Roof Bracing Page 12 R = 3.25, Rho= 1.30 W = 78.12 (k ) Force, V = 10.74 (k ) Force, E = 13.97 (k ) Sidewall Bracing Back R = 3.25, Rho= 1.30, Omega= 2.00 W = 44.54 (k ) Force, V = 6.12 (k ) Force, Em = 12.25 (k ) Force, E = 7.96 (k ) Wind Bents Front R = 3.25, Rho= 1.30 W = 47.82 (k ) Force, V = 6.57 (k ) Force, E = 8.55 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 W = 15.56 (k ) Force, V = 2.14 (k ) Force, Em = 4.28 (k ) Force, E = 2.78 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 W = 15.56 (k ) Force, V = 2.14 (k ) Force, Em = 4.28 (k ) Force, E = 2.78 (k ) Rigid Frames R = 3.25, Rho= 1.30 Frame 1 W = 28.08 (k ) Force, V = 3.86 (k ) Page 12 3/25/2008 DesCale.out Page 13 Force, E = 5.02 (k ) End Plates Frame R = 3.25, Omega= 3.00 Wind Bent R = 3.25, Omega= 3.00 3/25/2008 SwDes -F.out U08M0072A Sidewall Design Code 3/24/08 11:44am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08M0072A Girt Design Report 3/24/08 11:44am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 08C060 6.13 1.0000 0 18.1 18.1 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.21 -0.21 0.00 -0.32 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 LS 0.21 3.42 0.06 MS -0.32 6.45 0.05 LL 0.00 -0.01 0.82 UNBRACE LENGTHS Page 1 Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3/25/2008 SwDes -F.out 1 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.25 0.25 0.00 0.38 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.25 3.42 0.07 MS 0.38 6.01 0.06 RL 0.00 0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 6.1 6.1 6.1 6.1 6.1 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay Id Size Width 1 08C060 6.13 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: - -- Lap(ft) -- Girt No. Girt Left Right Location Brace Weight 1.0000 0 18.1 18.1 --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.21 -0.21 0.00 -0.32 3.06 0.00 Page 2 STRENGTH /DEFLECTION: 3/25/2008 SwDes -F.out Page 3 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.21 3.42 0.06 MS -0.32 6.45 0.05 LL 0.00 -0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay -- - - - - -- -Minor - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : GIRT ANALYSIS: - -- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.23 0.23 0.00 0.35 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.23 3.42 0.07 MS 0.35 6.01 0.06 RL 0.00 0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor - - - - ------------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 6.1 6.1 6.1 6.1 6.1 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am -------------------- - - - - -- GIRT: LEVEL # 1 ; SPAN # 3 -------------------- - - - - -- GIRT LAYOUT: Bay Girt Bay --- Lap (ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- - - - -- - - -- - - - -- -- - - - - -- - - - -- - - - - -- 2 08C060 6.13 1.0000 0 18.1 18.1 WIND PRESSURE : ---------- - - - - -- 3/25/2008 SwDes -F.out GIRT ANALYSIS: - - -- Shear(k ) - - - -- --- Moment(f -k ) - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.21 -0.21 0.00 -0.32 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.21 3.42 0.06 MS -0.32 6.45 0.05 LL 0.00 -0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.23 0.23 0.00 0.35 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- Loc Calc Allow UC Loc UC Calc Allow 2 - - - -- - - -- LS -0.23 3.42 0.07 - -- - - - - -- - - - -- - - -- MS 0.35 6.01 0.06 - -- - - -- RL 0.00 - - - - -- - - - -- 0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - ------------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 6.1 6.1 6.1 6.1 6.1 6.1 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am Page 4 -------------------- - - - - -- GIRT: LEVEL # 1 ; SPAN # 4 3/25/2008 - - - - -- Shear(k ) - - - - -- SwDes -F.out Mom +Shr GIRT LAYOUT: Id Loc Calc Allow UC Loc Calc Allow UC Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- 2 08C060 - - - -- 6.13 - - -- - - - -- -- - - - - -- - - - -- 1.0000 0 - - - - -- 18.1 18.1 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- - - -- Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.21 -0.21 0.00 -0.32 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.21 3.42 0.06 MS -0.32 6.45 0.05 LL 0.00 -0.01 0.82 UNBRACE LENGTHS Available Reduction Bay -- - - - - -- -Minor - - -- - - - -- Cb----- - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 2 -0.23 0.23 0.00 0.35 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - Loc Calc Allow UC Loc UC Calc Allow 2 -- - - - -- - - -- LS -0.23 3.42 0.07 - -- - - - - -- - - - -- - - -- MS 0.35 6.01 0.06 - -- - - -- RL 0.00 - - - - -- - - - -- 0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In Page 5 2 6.1 6.1 6.1 6.1 6.1 6.1 1.00 1.00 1.00 1.00 1.00 1.00 0.62 3/25 SwDes -F.out U08M0072A Girt Design Report 3/24/08 11:44am -------------------- - - - - -- GIRT: LEVEL # 1 ; SPAN # 5 GIRT LAYOUT: Bay Girt Id Size 3 08C076 WIND PRESSURE : GIRT ANALYSIS: Bay --- Lap(ft) -- Width Left Right 24.00 Girt No. Girt Location Brace Weight 1.0000 0 89.5 89.5 - -- - - - - -- Shear(k ) -- - - - - -- - - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3 0.82 -0.82 0.00 -4.93 12.00 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS 0.82 6.97 0.12 MS -4.93 8.61 0.57 LL 0.19 -1.17 3.20 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 24.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- --- ----- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3 -0.91 0.94 0.00 5.51 12.07 0.00 Page 6 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) 3/25/2008 SwDes -F.out Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 3 RS 0.94 6.97 0.14 MS 5.51 5.37 1.03 RL 0.24 1.31 3.20 UNBRACE LENGTHS --------------- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 24.0 24.0 24.0 24.0 24.0 24.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am GIRT: LEVEL # 2 ; SPAN # 1 -------------------- - - - - -- GIRT LAYOUT: Bay Girt Id Size 1 082060 WIND PRESSURE : GIRT ANALYSIS: Bay --- Lap(ft) -- Width Left Right 6.13 Girt No. Girt Location Brace Weight 7.5000 0 18.3 18.3 --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) -------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.33 -0.33 0.00 -0.50 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.33 3.42 0.10 MS -0.50 6.96 0.07 RL 0.01 -0.01 0.82 UNBRACE LENGTHS --------------- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 Page 7 WIND SUCTION : ---------- - - - - -- 3/25/2008 SwDes -F.out GIRT ANALYSIS: --- - - - - -- Shear(k ) - - - - - -- - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 1 -0.39 0.39 0.00 0.59 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- 1 - -- - - - - -- - - - -- - - -- LS -0.39 3.42 0.11 - -- - - - - -- - - - -- - - -- MS 0.59 6.28 0.09 - -- - - -- LL 0.01 - - - - -- - - - -- 0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 6.1 6.1 6.1 6.1 6.1 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am -------------------- - - - - -- GIRT: LEVEL # 2 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id - -- Size -- - - - Width Left Right Location Brace Weight 1 - -- 08Z060 - - - -- 6.13 - - -- - - - -- 1.25 -- - - - - -- 7.5000 - - - -- 0 - - - - -- 22.0 2 08Z060 6.13 1.25 7.5000 0 22.0 2 0.41 0.27 -0.24 0.50 0.07 -0.28 3.83 44.0 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Page 8 Span --- - - - - -- Shear(k ) -- - - - - -- Deflection(in) - - - - - -- Moment(f -k )-------------- Loc Calc Allow UC Loc Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.24 -0.27 -0.41 0.00 -0.28 2.30 0.07 0.50 2 0.41 0.27 -0.24 0.50 0.07 -0.28 3.83 0.00 STRENGTH /DEFLECTION: Page 8 Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- 1 - -- - - - - -- - - - -- - - -- - -- RL -0.27 3.42 0.08 MS - - - - -- - - - -- - - -- -0.28 6.96 0.04 - -- - - -- RS 0.00 - - - - -- - - - -- 0.00 0.82 2 LL 0.27 3.42 0.08 MS -0.28 6.96 0.04 LS 0.00 0.00 0.82 3/25/2008 SwDes -F.out UNBRACE LENGTHS --------- - - - - -- WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- Available -------- - - - - -- Moment(f -k ) - - - - - - -- Reduction Bay -- - - - - -- - Minor ---------- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - -- - - - -- 1 6.1 - - -- - - -- - - -- 0.0 0.0 0.0 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 4.9 1.3 1.00 1.00 1.00 1.67 1.00 - - -- - - -- 1.00 0.70 2 6.1 1.3 4.9 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) - - - - - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.27 0.30 0.45 0.00 0.31 2.30 -0.08 -0.55 2 -0.45 -0.30 0.27 -0.55 -0.08 0.31 3.83 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - -- --- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.30 3.42 0.09 MS 0.31 6.77 0.05 RS 0.01 0.00 0.82 2 LL -0.30 3.42 0.09 MS 0.31 6.77 0.05 LS 0.01 0.00 0.82 UNBRACE LENGTHS --------- - - - - -- GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay Available Girt No. Girt Reduction Bay --- - - - - -- Minor - - - -- - - - -- Cb----- - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 4.9 4.9 4.9 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 6.1 0.0 0.0 4.9 4.9 4.9 1.00 1.67 1.00 1.00 1.00 1.00 0.70 U08M0072A Girt Design Report 0 3/24/08 11:44am GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id - -- Size -- - - - Width Left Right Location Brace Weight 2 - -- 08Z060 - - - -- 6.13 - - -- - - - -- 1.25 -- - - - - -- 7.5000 - - - -- 0 - - - - -- 22.0 3 082071 24.00 1.25 7.5000 0 88.1 110.1 Page 9 WIND PRESSURE : ---------- - - - - -- 3/25/2008 GIRT ANALYSIS: SwDes -F.out STRENGTH /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Loc Calc Allow UC Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup - - - -- Sup - - - -- Lap Mom Loc - - - -- - - - -- - - - -- Lap Sup - - - -- - - - -- - -- 2 - - - -- -0.64 - - - -- - - - -- -1.16 -1.30 0.00 2.47 3.06 4.41 5.94 3 1.53 1.39 -1.03 5.94 4.12 -4.99 14.32 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL -1.16 3.42 0.34 RL 4.41 6.96 0.63 RL 0.52 0.02 3 LL 1.39 5.68 0.25 MS -4.99 8.52 0.59 LL 0.29 -1.03 3.20 UNBRACE LENGTHS --------- - - - - -- WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- Available -------------- Moment(f -k )-------------- Id Bay Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - -- - - - -- 2 6.1 - - -- - - -- - - -- - - -- 4.9 4.9 4.9 4.9 - - -- - - -- - - -- - - -- - - -- - - -- 1.3 1.00 1.00 1.00 1.67 1.00 - - -- - - -- 1.00 0.70 3 24.0 1.3 3.4 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------------- Moment(f -k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- 2 - - - -- 0.71 - - - -- - - - -- 1.28 - - - -- 1.43 - - - -- 0.00 - - - -- - - - -- - - - -- -2.72 3.06 - - - -- - - - -- -4.85 -6.55 3 -1.69 -1.54 1.19 -6.55 -4.53 5.63 14.38 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL 1.28 3.42 0.38 RL -4.85 6.96 0.70 RL 0.63 -0.04 3 LL -1.54 5.68 0.27 MS 5.63 5.96 0.94 LL 0.36 1.17 3.20 UNBRACE LENGTHS --------- - - - - -- Page 10 Available Reduction Bay --- - - - - -- Minor - -- - ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 24.0 0.0 0.0 19.3 19.3 19.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 ------------------------ U08M0072A ---- Girt Design Report 3/24/08 11:44am - - - - -- Page 10 3/25/2008 SwDes -F.out Page I GIRT LAYOUT: Bay Girt Id Size 1 08Z060 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: -------------------- - - - - -- GIRT: LEVEL # 3 ; SPAN # 1 -------------------- - - - - -- Bay --- Lap(ft) -- Width Left Right 6.13 Girt No. Girt Location Brace Weight 12.6667 0 18.3 18.3 --------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) - - - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.29 -0.29 0.00 -0.44 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.29 3.42 0.08 MS -0.44 6.96 0.06 RL 0.00 -0.01 0.82 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- --- - - - - -- Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 1 -0.34 0.34 0.00 0.53 3.06 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 LS -0.34 3.42 0.10 MS 0.53 6.28 0.08 RL 0.01 0.01 0.82 UNBRACE LENGTHS 3/25/2008 SwDes -F.out Page 12 Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 6.1 6.1 6.1 6.1 6.1 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am -------------------- - - - - -- GIRT: LEVEL # 3 ; SPAN # 2 GIRT LAYOUT: Bay Girt Id Size 1 082060 2 082060 Bay --- Lap(ft) -- Width Left Right 6.13 1.25 6.13 1.25 Girt No. Girt Location Brace Weight 12.6667 0 22.0 12.6667 0 22.0 44.0 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: --------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.22 -0.24 -0.36 0.00 -0.25 2.30 0.06 0.44 2 0.36 0.24 -0.22 0.44 0.06 -0.25 3.83 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.24 3.42 0.07 MS -0.25 6.96 0.04 RS 0.00 0.00 0.82 2 LL 0.24 3.42 0.07 MS -0.25 6.96 0.04 LS 0.00 0.00 0.82 UNBRACE LENGTHS --------------- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 6.1 0.0 0.0 0.0 4.9 1.3 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 6.1 1.3 4.9 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: 3/25/2008 SwDes -F.out Page 13 STRENGTH /DEFLECTION: Span --------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Loc Calc Allow UC Loc Calc Allow UC Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.24 0.27 0.40 0.00 0.27 2.30 -0.07 -0.49 2 -0.40 -0.27 0.24 -0.49 -0.07 0.27 3.83 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.27 3.42 0.08 MS 0.27 6.77 0.04 RS 0.00 0.00 0.82 2 LL -0.27 3.42 0.08 MS 0.27 6.77 0.04 LS 0.00 0.00 0.82 UNBRACE LENGTHS U08M0072A Girt Design Report -------------------- - - - - -- GIRT: LEVEL # 3 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Available Id - -- Size -- Width Left Right Reduction Bay - - - - -- 08Z060 --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 6.1 4.9 4.9 4.9 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 6.1 0.0 0.0 4.9 4.9 4.9 1.00 1.67 1.00 1.00 1.00 1.00 0.70 U08M0072A Girt Design Report -------------------- - - - - -- GIRT: LEVEL # 3 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Id - -- Size -- Width Left Right Location 2 - - - - -- 08Z060 - - - -- 6.13 - - -- - - - -- 1.25 -- - - - - -- 12.6667 3 08Z071 24.00 1.25 12.6667 3/24/08 11:44am No. Girt Brace Weight 0 22.0 0 88.1 110.1 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) -- - - - - -- Bay Left Left Right Right Left Left Mid -Span RL -1.01 3.42 0.29 Right Right Id - -- Sup Lap Lap - - - -- - - - -- - - - -- Sup - - - -- Sup - - - -- Lap Mom - - - -- - -- Loc Lap Sup 2 -0.54 -1.01 -1.12 0.00 - - 2.11 - - - -- 3.06 - - - -- - - - -- 3.78 5.11 3 1.35 1.23 -0.92 5.11 3.50 -4.48 14.25 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL -1.01 3.42 0.29 RL 3.78 6.96 0.54 RL 0.38 0.06 3/25/2008 SwDes -F.out Page 14 3 LL 1.23 5.68 0.22 MS -4.48 8.52 0.53 LL 0.22 -0.94 3.20 UNBRACE LENGTHS WIND SUCTION : GIRT ANALYSIS: --- - - - - -- Shear(k ) Available --- ----- - - - - -- Moment(f -k )-------------- Loc Calc Allow UC Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major - -- - - - -- LS LL MS - RL RS LS LL MS RL RS Out In 2 6.1 - -- - - -- - - -- 4.9 4.9 4.9 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 4.9 1.3 1.00 1.00 1.00 1.67 1.00 - - -- - - -- 1.00 0.70 3 24.0 1.3 3.3 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span --- - - - - -- Shear(k ) -- --- ----- - - - - -- Moment(f -k )-------------- Loc Calc Allow UC Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.60 1.11 1.24 0.00 -2.33 3.06 -4.16 -5.63 3 -1.49 -1.36 1.06 -5.63 -3.85 5.06 14.31 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL 1.11 3.42 0.32 RL -4.16 6.96 0.60 RL 0.46 -0.08 3 LL -1.36 5.68 0.24 MS 5.06 5.96 0.85 RL 0.27 1.06 3.20 UNBRACE LENGTHS --------- - - - - -- JAMB /HEADER LAYOUT: Open Bay Member Member Available Id - - -- Id - -- Locate Part Reduction Bay - -- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major - -- - - - -- LS LL MS - - -- - - -- - - -- RL RS LS LL MS RL RS Out In 2 6.1 0.0 0.0 0.0 - - -- - - -- 0.0 0.0 - - -- - - -- 1.00 1.00 - - -- - - -- - - -- - - -- - - -- 1.00 1.67 1.00 1.00 0.70 3 24.0 0.0 0.0 19.5 19.5 19.5 1.00 1.67 1.00 1.00 1.00 1.00 0.70 U08M0072A Sidewall Jamb /Header Summary 3/24/08 11:44am JAMB /HEADER LAYOUT: Open Bay Member Member Member Id - - -- Id - -- Locate Part Length 1 1 - - - - -- Jamb -L -- - - - - -- F08C071 - - - - -- 16.83 Jamb -R F08C071 16.83 Header F08C060 12.00 2 2 Jamb -L F08C060 16.83 Jamb -R F08C060 16.83 Header F08C060 12.00 Member Weight 58.7 58.7 35.4 49.7 49.7 35.4 STRENGTH /DEFLECTION: Open Member Ld ---- Shear(k ) - - -- Id Locate Id Calc Vn /sf UC - - -- - - - - -- -- - - - -- - - - - -- - - -- - -- Moment(f -k ) -- Mom+ Deflect(in) Calc Mn /sf UC Shear Calc Allow 3/25/2008 SwDes -F.out Page 15 1 Jamb -L WP -1.19 5.68 0.21 -5.40 7.13 0.76 0.00 -0.68 2.24 Calc WS -1.36 5.68 0.24 6.16 7.13 0.86 0.60 0.77 2.24 Jamb -R WP 0.48 5.68 0.08 -1.33 7.13 0.19 0.00 -0.16 2.24 WS -0.53 5.68 0.09 1.48 7.13 0.21 0.00 0.18 2.24 Header WP 0.21 3.42 0.06 -0.63 6.45 0.10 0.00 -0.05 1.60 0.03 WS 0.23 3.42 0.07 0.70 4.02 0.17 0.00 0.05 1.60 2 Jamb -L WP 0.48 3.42 0.14 -1.33 5.87 0.23 0.00 -0.19 2.24 -0.10 WS -0.53 3.42 0.16 1.48 5.87 0.25 0.00 0.21 2.24 Jamb -R WP 0.34 3.42 0.10 -0.55 5.87 0.09 0.00 -0.05 2.24 WS -0.37 3.42 0.11 0.61 5.87 0.10 0.00 0.06 2.24 Header WP 0.21 3.42 0.06 -0.63 6.45 0.10 0.00 -0.05 1.60 WS -0.23 3.42 0.07 0.69 4.02 0.17 0.00 0.05 1.60 U08M0072A Wall Panel Report 3/24/08 11:44am PANEL DATA: Bay Part Type Gage Yield - -- -- - - - - -- - - -- - - - -- - - - -- 1 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: - Moment(ft- lb /ft) - - - -- Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Mn /sf UC Calc Mn /sf UC Calc Allow UC 1 6.50 WP 86.0 243.4 0.35 -77.5 222.0 0.35 -0.24 0.87 0.28 WS -113.7 222.0 0.51 102.5 243.4 0.42 0.32 0.87 0.36 2 5.17 WP 86.0 243.4 0.35 -5.5 222.0 0.02 0.02 0.69 0.03 WS -113.8 222.0 0.51 7.3 243.4 0.03 -0.03 0.69 0.04 3 5.17 WP 52.2 243.4 0.21 -49.9 222.0 0.22 -0.10 0.69 0.14 WS -69.0 222.0 0.31 66.0 243.4 0.27 0.13 0.69 0.19 U08M0072A Weight Summary 3/24/08 11:44am Girts = 506.41 Frame Openings = 287.61 794.02 U08M0072A Sidewall Design Warning Report 3/24/08 11:44am . No Warnings 3/25/2008 SwDes -B.out Page 1 ------- -------- -------------------- ---- ------------------------------------ U08M0072A Sidewall Design Code 3/24/08 11:44am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08M0072A Girt Design Report 3/24/08 11:44am -------------------- - - - - -- GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 08C076 24.00 1.0000 0 89.5 89.5 WIND PRESSURE : GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -- ------ - - - - -- Moment(f -k ) - - - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.82 -0.82 0.00 -4.93 12.00 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 LS 0.82 6.97 0.12 MS -4.93 8.61 0.57 LL 0.19 -1.17 3.20 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3/25/2008 SwDes -B.out 1 24.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- - - - - - -- Moment(f-k ) --- - - - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.94 0.91 0.00 5.51 11.93 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.94 6.97 0.14 MS 5.51 5.37 1.03 LL 0.24 1.31 3.20 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- - Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 24.0 24.0 24.0 24.0 24.0 24.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 2 08C086 25.00 1.0000 0 105.5 105.5 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.86 -0.86 0.00 -5.35 12.50 0.00 Page 2 STRENGTH /DEFLECTION: 3/25/2008 SwDes -B.out Page 3 Span - Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - Loc Calc Allow UC Loc UC Calc Allow 2 -- - - - -- - - -- LS 0.86 10.13 0.08 - -- - - - - -- - - - -- - - -- MS -5.35 10.17 0.53 - -- - - -- RL 0.16 - - - - -- - - - -- -1.22 3.33 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --------- Minor ---------- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : GIRT ANALYSIS: - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.94 0.94 0.00 5.90 12.50 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS -0.94 10.13 0.09 MS 5.90 6.35 0.93 RL 0.19 1.34 3.33 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 25.0 25.0 25.0 25.0 25.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am GIRT: LEVEL # 1 ; SPAN # 3 -------------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- - - - -- - - -- - - - -- -- - - - - -- - - - -- - - - - -- 3 08C086 25.00 1.0000 0 105.5 105.5 WIND PRESSURE : ---------- - - - - -- 3/25/2008 SwDes -B.out GIRT ANALYSIS: --------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3 0.86 -0.86 0.00 -5.35 12.50 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS 0.86 10.13 0.08 MS -5.35 10.17 0.53 RL 0.16 -1.22 3.33 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --------- Shear(k ) -- - - - - -- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 -0.95 0.98 0.00 5.97 12.56 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- 3 - -- - - - - -- - - - -- - - -- RS 0.98 10.13 0.10 - -- - - - - -- - - - -- - - -- MS 5.97 6.35 0.94 - -- - - -- RL 0.20 - - - - -- - - - -- 1.36 3.33 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---------- ----------- Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 25.0 25.0 25.0 25.0 25.0 25.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Girt Design Report 3/24/08 11:44am Page 4 GIRT: LEVEL # 2 ; SPAN # 1 -------------------- - - - - -- 3/25/2008 SwDes -B.out GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id - -- Size -- - - - - -- Width Left Right Location Brace Weight 1 08Z071 - - - -- 24.00 - - -- - - - -- 1.25 -- - - - - -- 7.5000 - - - -- 0 - - - - -- 88.1 2 082060 25.00 1.25 1.25 7.5000 0 81.9 3 08Z071 25.00 1.25 7.5000 0 91.6 261.7 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) -------------- Mom +Shr Deflection(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.02 -1.40 -1.54 0.00 3.20 -4.89 9.57 4.37 6.21 2 1.31 1.18 -1.22 -1.35 6.21 4.65 -1.90 12.33 5.05 6.66 3 1.60 1.47 -1.07 6.66 4.74 -5.33 15.00 LL 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -1.40 5.68 0.25 MS -4.89 8.52 0.57 RL 0.32 -0.99 3.20 2 RL -1.22 3.42 0.36 RL 5.05 6.96 0.73 RL 0.65 -0.20 3.33 3 LL 1.47 5.68 0.26 MS -5.33 8.52 0.63 LL 0.38 -1.18 3.33 UNBRACE LENGTHS WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -- ------ - - - - -- Moment(f -k )-------------- Bay Left Left Right Available Left Left Mid -Span Right Right Id - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Reduction Bay Lap - -- - - - - -- Minor---- - - - - -- - - - - -- Cb ----------- - - - -- - - - -- 5.50 9.50 Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 24.0 0.0 0.0 0.0 3.6 1.3 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 1.3 5.1 0.0 5.5 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 25.0 1.3 3.7 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Page 5 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- - - - - -- Shear(k ) -- - - - - -- -- ------ - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Lap - - - -- Mom Loc Lap Sup 1 -1.18 1.56 1.71 0.00 - - - -- - - - -- 5.50 9.50 - - - -- -4.84 - - - -- -6.88 2 -1.45 -1.30 1.34 1.49 -6.88 -5.16 2.05 12.33 -5.60 -7.37 3 -1.77 -1.63 1.23 -7.37 -5.25 5.99 15.07 0.00 STRENGTH /DEFLECTION: Page 5 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3/25/2008 SwDes -R.out Page 6 1 RL 1.56 5.68 0.27 MS 5.50 5.96 0.92 RL 0.40 1.12 3.20 2 RL 1.34 3.42 0.39 RL -5.60 6.96 0.80 RL 0.80 0.20 3.33 3 LL -1.63 5.68 0.29 MS 5.99 5.96 1.00 LL 0.46 1.33 3.33 UNBRACE LENGTHS --------- - - - - -- Bay --- - - - - -- Minor---- - - - - -- -------- - - -Cb- Id Major LS LL MS RL RS LS LL MS - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 24.0 19.1 19.1 19.1 0.0 0.0 1.00 1.00 1.00 2 25.0 0.0 0.0 11.8 0.0 0.0 1.00 1.67 1.00 3 25.0 0.0 0.0 20.0 20.0 20.0 1.00 1.67 1.00 Available Reduction --- - - - - -- Factor RL RS Out In - - -- - - -- - - -- - - -- 1.67 1.00 1.00 0.70 1.67 1.00 1.00 0.70 1.00 1.00 1.00 0.70 ------------------------ U08M0072A Girt Design Report 3/24/08 11:44am -------------------- - - - - -- GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Id - -- Size -- - - - - -- Width Left Right Location 1 08Z060 - - - -- 24.00 - - -- - - - -- 1.25 -- - - - - -- 12.6667 2 08Z060 25.00 1.25 1.25 12.6667 3 082071 25.00 1.25 12.6667 No. Girt Brace Weight 0 75.2 0 81.9 0 91.6 248.8 WIND PRESSURE : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 RL -1.25 3.42 0.37 MS -4.29 6.96 0.62 RL 0.46 -1.02 3.20 2 RL -1.07 3.42 0.31 RL 4.45 6.96 0.64 RL 0.51 -0.16 3.33 3 LL 1.30 5.68 0.23 MS -4.73 8.52 0.56 LL 0.29 -1.05 3.33 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - - - Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.90 -1.25 -1.37 0.00 -4.29 9.53 3.96 5.60 2 1.17 1.05 -1.07 -1.19 5.60 4.21 -1.64 12.39 4.45 5.87 3 1.41 1.30 -0.95 5.87 4.17 -4.73 14.99 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 RL -1.25 3.42 0.37 MS -4.29 6.96 0.62 RL 0.46 -1.02 3.20 2 RL -1.07 3.42 0.31 RL 4.45 6.96 0.64 RL 0.51 -0.16 3.33 3 LL 1.30 5.68 0.23 MS -4.73 8.52 0.56 LL 0.29 -1.05 3.33 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3/25/2008 SwDes -B.out Page 7 - -- - - - -- 1 24.0 - - -- 0.0 - - -- 0.0 - - -- 0.0 - - -- 3.7 - - -- 1.3 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.67 - - -- 1.00 - - -- 1.00 - - -- 0.70 2 25.0 1.3 5.2 0.0 5.5 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 25.0 1.3 3.7 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: STRENGTH /DEFLECTION: Span - - -- Shear(k ) -- - - - - -- -- ------ - - - - -- Moment(f -k )-------------- Mom +Shr Deflection(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.04 1.38 1.51 0.00 - - -- 0.56 4.83 9.46 -4.39 -6.20 2 -1.29 -1.16 1.18 1.31 -6.20 -4.67 1.78 12.39 -4.94 -6.50 3 -1.57 -1.44 1.09 -6.50 -4.62 5.32 15.06 0.25 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.38 3.42 0.41 - -- MS - - - - -- 4.83 - - - -- 4.87 - - -- 0.99 - -- RL - - -- 0.56 - - - - -- 1.15 - - - -- 3.20 2 RL 1.18 3.42 0.35 RL -4.94 6.96 0.71 RL 0.62 0.16 3.33 3 LL -1.44 5.68 0.25 MS 5.32 5.96 0.89 LL 0.36 1.18 3.33 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 24.0 19.0 19.0 19.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 0.0 0.0 11.7 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 25.0 0.0 0.0 19.9 19.9 19.9 1.00 1.67 1.00 1.00 1.00 1.00 0.70 ----------------------------- -------------- U08M0072A Wall Panel Report 3/24/08 11:44am PANEL DATA: Bay Part Type Gage Yield 1 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: --------- Moment(ft- lb /ft) --------- Span Span LD Support Midspan --- Deflect(in) -- Id - - -- (ft) - - - -- Id -- Calc - - - -- Mn /sf - - UC Calc Mn /sf UC Calc Allow UC 1 6.50 WP 86.0 - -- 243.4 - - -- 0.35 - - - -- -77.5 - - - -- 222.0 - - -- 0.35 - - - -- -0.24 - - - -- 0.87 - - -- 0.28 WS -113.7 222.0 0.51 102.5 243.4 0.42 0.32 0.87 0.36 2 5.17 WP 86.0 243.4 0.35 -5.5 222.0 0.02 0.02 0.69 0.03 WS -113.8 222.0 0.51 7.3 243.4 0.03 -0.03 0.69 0.04 3 5.17 WP 52.2 243.4 0.21 -49.9 222.0 0.22 -0.10 0.69 0.14 WS -69.0 222.0 0.31 66.0 243.4 0.27 0.13 0.69 0.19 3/25/2008 SwDes -B.out Page 8 U08M0072A Weight Summary Girts = 811.01 Frame Openings = 0.00 811.01 3/24/08 11:44am UO8M0072A Sidewall Design Warning Report 3/24/08 11:44am .. No Warnings 3/25/2008 EwDes -L.out Page I UO8M0072A Endwall Design Code 3/24/08 11:44am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08M0072A Load Column & Rafter Design - Moment(f -k )- Id - - - -- 3/24/08 11:44am MEMBER SIZES: Calc Vn /sf Calc Mn /sf Col-1 1 3.10 - - - - -- 54.52 Member Member Member --- Web _Size -- -Flange Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col -1 0.7 W8x10 7.50 0.170 4.00 0.188 16.9 168.8 Col -2 21.5 W10xl5 9.50 0.230 4.00 0.250 18.6 279.3 Col -3 46.5 W10xl5 9.50 0.230 4.00 0.250 18.6 279.3 Col -4 - - - - -- 67.3 - - - - -- W8x10 ----- - - - 7.50 - -- 0.170 4.00 0.188 16.9 168.8 Raf -1 75.42 W8xl8 - - - -- 7.50 - - - -- 0.230 - - - -- 5.25 - - - -- 0.313 - - - - -- 34.1 - - - - -- 614.1 Raf -2 1.53 W8x18 7.50 0.230 5.25 0.313 34.1 614.1 Total= 2124.57 DESIGN ACTIONS /STRENGTH: Mem Load - -- Axial(k ) -- - -- Shear(k ) -- - Moment(f -k )- Id - - - -- Id - - -- Calc - - - - -- Pn /sf Calc Vn /sf Calc Mn /sf Col-1 1 3.10 - - - - -- 54.52 - - - - -- 0.00 - - - - -- 26.78 - - - - -- 0.00 - - - - -- 17.17 Col -1 2 4.69 54.52 0.00 26.78 0.00 17.17 Col -1 3 -4.70 75.42 -1.74 26.78 7.36 17.17 Col -1 4 -2.42 75.42 -1.74 26.78 7.36 17.17 Col -1 5 -1.43 75.42 1.53 26.78 -6.46 17.17 Col -1 6 -1.43 75.42 -1.74 26.78 7.36 17.17 Col -1 7 -2.51 75.42 -1.74 26.78 7.36 17.17 Col -1 8 -0.23 75.42 -1.74 26.78 7.36 17.17 Col -1 9 0.92 54.52 1.53 26.78 -6.46 17.17 Col -1 10 0.92 54.52 -1.74 26.78 7.36 17.17 Col -1 11 2.11 54.52 -0.87 26.78 3.68 17.17 Col -1 12 3.25 54.52 -0.87 26.78 3.68 17.17 Col -1 13 3.74 54.52 0.77 26.78 -3.23 17.17 Col -1 14 3.74 54.52 -0.87 26.78 3.68 17.17 Col -1 15 2.05 54.52 0.00 26.78 0.00 17.17 Col -1 16 1.98 54.52 0.00 26.78 0.00 17.17 Col -1 17 0.57 54.52 0.00 26.78 0.00 17.17 Col -1 18 0.51 54.52 0.00 26.78 0.00 17.17 Col -1 19 1.98 54.52 0.00 26.78 0.00 17.17 Col -1 20 2.05 54.52 0.00 26.78 0.00 17.17 Col -1 21 0.51 54.52 0.00 26.78 0.00 17.17 Col -1 22 0.57 54.52 0.00 26.78 0.00 17.17 3/25/2008 Ewlles -L.out Page 2 Col -1 23 1.88 54.52 0.00 26.78 0.00 17.17 Col -1 24 5.70 54.52 0.00 26.78 0.00 17.17 Col -2 1 9.21 77.44 0.00 46.00 0.00 30.68 Col -2 2 14.16 77.44 0.00 46.00 0.00 30.68 Col -2 3 -13.35 112.37 -3.88 46.00 18.06 30.68 Col -2 4 -6.55 112.37 -3.88 46.00 18.06 30.68 Col -2 5 -4.20 112.37 3.49 46.00 -16.26 30.68 Col -2 6 -4.20 112.37 -3.88 46.00 18.06 30.68 Col -2 7 -6.65 112.37 -3.88 46.00 18.06 30.68 Col -2 8 0.44 77.44 -3.88 46.00 18.06 30.68 Col -2 9 2.78 77.44 3.49 46.00 -16.26 30.68 Col -2 10 2.78 77.44 -3.88 46.00 18.06 30.68 Col -2 11 6.73 77.44 -1.94 46.00 9.03 30.68 Col -2 12 10.13 77.44 -1.94 46.00 9.03 30.68 Col -2 13 11.34 77.44 1.75 46.00 -8.13 30.68 Col -2 14 11.34 77.44 -1.94 46.00 9.03 30.68 Col -2 15 5.71 77.44 0.00 46.00 0.00 30.68 Col -2 16 7.71 77.44 0.00 46.00 0.00 30.68 Col -2 17 1.33 77.44 0.00 46.00 0.00 30.68 Col -2 18 3.34 77.44 0.00 46.00 0.00 30.68 Col -2 19 7.71 77.44 0.00 46.00 0.00 30.68 Col -2 20 5.71 77.44 0.00 46.00 0.00 30.68 Col -2 21 3.34 77.44 0.00 46.00 0.00 30.68 Col -2 22 1.33 77.44 0.00 46.00 0.00 30.68 Col -2 23 7.38 77.44 0.00 46.00 0.00 30.68 Col -2 24 19.72 77.44 0.00 46.00 0.00 30.68 Col -3 1 8.92 77.44 0.00 46.00 0.00 30.68 Col -3 2 13.29 77.44 0.00 46.00 0.00 30.68 Col -3 3 -6.18 112.37 -3.88 46.00 18.06 30.68 Col -3 4 -12.99 112.37 -3.88 46.00 18.06 30.68 Col -3 5 -4.25 112.37 3.49 46.00 -16.26 30.68 Col -3 6 -4.25 112.37 -3.88 46.00 18.06 30.68 Col -3 7 0.40 77.44 -3.88 46.00 18.06 30.68 Col -3 8 -6.69 112.37 -3.88 46.00 18.06 30.68 Col -3 9 2.32 77.44 3.49 46.00 -16.26 30.68 Col -3 10 2.32 77.44 -3.88 46.00 18.06 30.68 Col -3 11 9.68 77.44 -1.94 46.00 9.03 30.68 Col -3 12 6.27 77.44 -1.94 46.00 9.03 30.68 Col -3 13 10.47 77.44 1.75 46.00 -8.13 30.68 Col -3 14 10.47 77.44 -1.94 46.00 9.03 30.68 Col -3 15 7.49 77.44 0.00 46.00 0.00 30.68 Col -3 16 5.48 77.44 0.00 46.00 0.00 30.68 Col -3 17 3.30 77.44 0.00 46.00 0.00 30.68 Col -3 18 1.29 77.44 0.00 46.00 0.00 30.68 Col -3 19 5.48 77.44 0.00 46.00 0.00 30.68 Col -3 20 7.49 77.44 0.00 46.00 0.00 30.68 Col -3 21 1.29 77.44 0.00 46.00 0.00 30.68 Col -3 22 3.30 77.44 0.00 46.00 0.00 30.68 Col -3 23 19.67 77.44 0.00 46.00 0.00 30.68 Col -3 24 7.33 77.44 0.00 46.00 0.00 30.68 Col -4 1 4.52 54.52 0.00 26.78 0.00 17.17 Col -4 2 9.03 54.52 0.00 26.78 0.00 17.17 Col -4 3 -4.20 75.42 -1.74 26.78 7.36 17.17 Col -4 4 -6.48 75.42 -1.74 26.78 7.36 17.17 Col -4 5 -1.18 75.42 1.53 26.78 -6.46 17.17 Col -4 6 -1.18 75.42 -1.74 26.78 7.36 17.17 Col -4 7 0.20 54.52 -1.74 26.78 7.36 17.17 Col -4 8 -2.25 75.42 -1.74 26.78 7.36 17.17 Col -4 9 3.22 54.52 1.53 26.78 -6.46 17.17 Col -4 10 3.22 54.52 -1.74 26.78 7.36 17.17 Col -4 11 5.56 54.52 -0.87 26.78 3.68 17.17 Col -4 12 4.42 54.52 -0.87 26.78 3.68 17.17 Col -4 13 8.08 54.52 0.77 26.78 -3.23 17.17 Col -4 14 8.08 54.52 -0.87 26.78 3.68 17.17 Col -4 15 3.12 54.52 0.00 26.78 0.00 17.17 Col -4 16 3.18 54.52 0.00 26.78 0.00 17.17 Col -4 17 0.71 54.52 0.00 26.78 0.00 17.17 Col -4 18 0.77 54.52 0.00 26.78 0.00 17.17 3/25/2008 EwDes -L.out Page 3 Col -4 19 3.18 54.52 0.00 26.78 0.00 17.17 Col -4 20 3.12 54.52 0.00 26.78 0.00 17.17 Col -4 21 0.77 54.52 0.00 26.78 0.00 17.17 Col -4 22 0.71 54.52 0.00 26.78 0.00 17.17 Col -4 23 5.94 54.52 0.00 26.78 0.00 17.17 Col -4 24 2.13 54.52 0.00 26.78 0.00 17.17 Raf -1 1 0.37 89.67 -4.50 37.38 18.68 39.80 Raf -1 2 0.57 89.67 -6.98 37.38 29.22 39.80 Raf -1 3 -0.51 134.02 2.53 37.38 -10.01 39.80 Raf -1 4 -0.39 134.02 -1.42 37.38 -6.06 39.80 Raf -1 5 -0.31 134.02 1.61 37.38 -6.29 39.80 Raf -1 6 -0.19 134.02 -0.55 37.38 -2.35 39.80 Raf -1 7 -0.48 134.02 1.78 37.38 -7.16 39.80 Raf -1 8 1.39 89.67 -2.74 37.38 11.02 39.80 Raf -1 9 2.12 89.67 -2.66 37.38 10.74 39.80 Raf -1 10 1.39 89.67 -1.76 37.38 6.96 39.80 Raf -1 11 2.04 89.67 -1.68 37.38 6.68 39.80 Raf -1 12 2.12 89.67 -2.66 37.38 10.74 39.80 Raf -1 13 1.39 89.67 -2.74 37.38 11.02 39.80 Raf -1 14 2.04 89.67 -1.68 37.38 6.68 39.80 Raf -1 15 1.39 89.67 -1.76 37.38 6.96 39.80 Raf -1 16 0.40 89.67 3.93 37.38 16.56 39.80 Raf -1 17 0.83 89.67 -9.89 37.38 38.15 39.80 Raf -1 18 0.61 89.67 7.10 37.38 30.50 39.80 Raf -1 19 0.56 89.67 6.48 37.38 23.00 39.80 Raf -1 20 0.38 89.67 -6.68 37.38 23.02 39.80 Raf -1 21 0.33 89.67 -4.02 37.38 15.52 39.80 Raf -1 22 0.55 89.67 6.55 37.38 23.33 39.80 Raf -1 23 0.60 89.67 7.16 37.38 30.83 39.80 Raf -2 1 0.36 89.67 -4.32 37.38 17.67 39.80 Raf -2 2 0.55 89.67 -6.61 37.38 26.13 39.80 Raf -2 3 -0.53 134.02 1.31 37.38 -4.68 39.80 Raf -2 4 -0.37 134.02 -2.26 37.38 -8.72 39.80 Raf -2 5 -0.33 134.02 0.47 37.38 -4.29 39.80 Raf -2 6 -0.32 134.02 1.36 37.38 -5.00 39.80 Raf -2 7 -0.48 134.02 -1.80 37.38 -7.27 39.80 Raf -2 8 2.12 89.67 2.50 37.38 9.93 39.80 Raf -2 9 1.38 89.67 2.58 37.38 10.21 39.80 Raf -2 10 2.04 89.67 1.53 37.38 5.95 39.80 Raf -2 11 1.38 89.67 1.61 37.38 6.23 39.80 Raf -2 12 1.38 89.67 2.58 37.38 10.21 39.80 Raf -2 13 2.12 89.67 2.50 37.38 9.93 39.80 Raf -2 14 1.38 89.67 1.61 37.38 6.23 39.80 Raf -2 15 2.04 89.67 1.53 37.38 5.95 39.80 Raf -2 16 0.83 89.67 9.86 37.38 37.98 39.80 Raf -2 17 0.40 89.67 -3.91 37.38 16.38 39.80 Raf -2 18 0.55 89.67 -6.35 37.38 21.36 39.80 Raf -2 19 0.60 89.67 -6.97 37.38 28.86 39.80 Raf -2 20 0.32 89.67 3.69 37.38 13.89 39.80 Raf -2 21 0.37 89.67 6.35 37.38 21.39 39.80 Raf -2 22 0.58 89.67 -6.91 37.38 27.73 39.80 Raf -2 23 0.52 89.67 -6.30 37.38 20.23 39.80 STRESS RATIO: Mem Load Id - - - -- Id - - -- Axial - - - -- Shear - - - -- Moment - - - Axl +Mom Shr +Mom Max UC Col-1 1 0.06 0.00 - -- 0.00 - - - - - -- 0.06 - - - - - -- - - - - -- 0.06 Col -1 2 0.09 0.00 0.00 0.09 0.09 Col -1 3 0.06 0.07 0.43 0.42 0.43 Col -1 4 0.03 0.07 0.43 0.39 0.43 Col -1 5 0.02 0.06 0.38 0.33 0.38 Col -1 6 0.02 0.07 0.43 0.39 0.43 Col -1 7 0.03 0.07 0.43 0.39 0.43 Col -1 8 0.00 0.07 0.43 0.42 0.43 3/25/2008 EwDes -L.out Page 4 Col -1 9 0.02 0.06 0.38 0.38 0.38 Col -1 10 0.02 0.07 0.43 0.44 0.44 Col -1 11 0.04 0.03 0.21 0.23 0.23 Col -1 12 0.06 0.03 0.21 0.24 0.24 Col -1 13 0.07 0.03 0.19 0.22 0.22 Col -1 14 0.07 0.03 0.21 0.24 0.24 Col -1 15 0.04 0.00 0.00 0.04 0.04 Col -1 16 0.04 0.00 0.00 0.04 0.04 Col -1 17 0.01 0.00 0.00 0.01 0.01 Col -1 18 0.01 0.00 0.00 0.01 0.01 Col -1 19 0.04 0.00 0.00 0.04 0.04 Col -1 20 0.04 0.00 0.00 0.04 0.04 Col -1 21 0.01 0.00 0.00 0.01 0.01 Col -1 22 0.01 0.00 0.00 0.01 0.01 Col -1 23 0.03 0.00 0.00 0.03 0.03 Col -1 24 0.10 0.00 0.00 0.10 0.10 Col -2 1 0.12 0.00 0.00 0.12 0.12 Col -2 2 0.18 0.00 0.00 0.18 0.18 Col -2 3 0.12 0.08 0.59 0.60 0.60 Col -2 4 0.06 0.08 0.59 0.54 0.59 Col -2 5 0.04 0.08 0.53 0.47 0.53 Col -2 6 0.04 0.08 0.59 0.53 0.59 Col -2 7 0.06 0.08 0.59 0.54 0.59 Col -2 8 0.01 0.08 0.59 0.59 0.59 Col -2 9 0.04 0.08 0.53 0.54 0.54 Col -2 10 0.04 0.08 0.59 0.60 0.60 Col -2 11 0.09 0.04 0.29 0.33 0.33 Col -2 12 0.13 0.04 0.29 0.35 0.35 Col -2 13 0.15 0.04 0.26 0.32 0.32 Col -2 14 0.15 0.04 0.29 0.35 0.35 Col -2 15 0.07 0.00 0.00 0.07 0.07 Col -2 16 0.10 0.00 0.00 0.10 0.10 Col -2 17 0.02 0.00 0.00 0.02 0.02 Col -2 18 0.04 0.00 0.00 0.04 0.04 Col -2 19 0.10 0.00 0.00 0.10 0.10 Col -2 20 0.07 0.00 0.00 0.07 0.07 Col -2 21 0.04 0.00 0.00 0.04 0.04 Col -2 22 0.02 0.00 0.00 0.02 0.02 Col -2 23 0.10 0.00 0.00 0.10 0.10 Col -2 24 0.25 0.00 0.00 0.25 0.25 Col -3 1 0.12 0.00 0.00 0.12 0.12 Col -3 2 0.17 0.00 0.00 0.17 0.17 Col -3 3 0.05 0.08 0.59 0.54 0.59 Col -3 4 0.12 0.08 0.59 0.60 0.60 Col -3 5 0.04 0.08 0.53 0.47 0.53 Col -3 6 0.04 0.08 0.59 0.52 0.59 Col -3 7 0.01 0.08 0.59 0.59 0.59 Col -3 8 0.06 0.08 0.59 0.54 0.59 Col -3 9 0.03 0.08 0.53 0.54 0.54 Col -3 10 0.03 0.08 0.59 0.60 0.60 Col -3 11 0.12 0.04 0.29 0.34 0.34 Col -3 12 0.08 0.04 0.29 0.33 0.33 Col -3 13 0.14 0.04 0.26 0.32 0.32 Col -3 14 0.14 0.04 0.29 0.35 0.35 Col -3 15 0.10 0.00 0.00 0.10 0.10 Col -3 16 0.07 0.00 0.00 0.07 0.07 Col -3 17 0.04 0.00 0.00 0.04 0.04 Col -3 18 0.02 0.00 0.00 0.02 0.02 Col -3 19 0.07 0.00 0.00 0.07 0.07 Col -3 20 0.10 0.00 0.00 0.10 0.10 Col -3 21 0.02 0.00 0.00 0.02 0.02 Col -3 22 0.04 0.00 0.00 0.04 0.04 Col -3 23 0.25 0.00 0.00 0.25 0.25 Col -3 24 0.09 0.00 0.00 0.09 0.09 Col -4 1 0.08 0.00 0.00 0.08 0.08 Col -4 2 0.17 0.00 0.00 0.17 0.17 Col -4 3 0.06 0.07 0.43 0.42 0.43 Col -4 4 0.09 0.07 0.43 0.45 0.45 3/25/2008 EwDes -L.out Page 5 Col -4 5 0.02 0.06 0.38 0.34 0.38 Col -4 6 0.02 0.07 0.43 0.40 0.43 Col -4 7 0.00 0.07 0.43 0.43 0.43 Col -4 8 0.03 0.07 0.43 0.39 0.43 Col -4 9 0.06 0.06 0.38 0.40 0.40 Col -4 10 0.06 0.07 0.43 0.45 0.45 Col -4 11 0.10 0.03 0.21 0.26 0.26 Col -4 12 0.08 0.03 0.21 0.25 0.25 Col -4 13 0.15 0.03 0.19 0.25 0.25 Col -4 14 0.15 0.03 0.21 0.28 0.28 Col -4 15 0.06 0.00 0.00 0.06 0.06 Col -4 16 0.06 0.00 0.00 0.06 0.06 Col -4 17 0.01 0.00 0.00 0.01 0.01 Col -4 18 0.01 0.00 0.00 0.01 0.01 Col -4 19 0.06 0.00 0.00 0.06 0.06 Col -4 20 0.06 0.00 0.00 0.06 0.06 Col -4 21 0.01 0.00 0.00 0.01 0.01 Col -4 22 0.01 0.00 0.00 0.01 0.01 Col -4 23 0.11 0.00 0.00 0.11 0.11 Col -4 24 0.04 0.00 0.00 0.04 0.04 Raf -1 1 0.00 0.12 0.47 0.47 0.47 Raf -1 2 0.01 0.19 0.73 0.74 0.74 Raf -1 3 0.00 0.07 0.25 0.25 0.25 Raf -1 4 0.00 0.04 0.15 0.15 0.15 Raf -1 5 0.00 0.04 0.16 0.16 0.16 Raf -1 6 0.00 0.01 0.06 0.06 0.06 Raf -1 7 0.00 0.05 0.18 0.18 0.18 Raf -1 8 0.02 0.07 0.28 0.28 0.28 Raf -1 9 0.02 0.07 0.27 0.28 0.28 Raf -1 10 0.02 0.05 0.17 0.18 0.18 Raf -1 11 0.02 0.04 0.17 0.18 0.18 Raf -1 12 0.02 0.07 0.27 0.28 0.28 Raf -1 13 0.02 0.07 0.28 0.28 0.28 Raf -1 14 0.02 0.04 0.17 0.18 0.18 Raf -1 15 0.02 0.05 0.17 0.18 0.18 Raf -1 16 0.00 0.11 0.42 0.42 0.42 Raf -1 17 0.01 0.26 0.96 0.96 0.96 Raf -1 18 0.01 0.19 0.77 0.77 0.77 Raf -1 19 0.01 0.17 0.58 0.58 0.58 Raf -1 20 0.00 0.18 0.58 0.58 0.58 Raf -1 21 0.00 0.11 0.39 0.39 0.39 Raf -1 22 0.01 0.18 0.59 0.58 0.59 Raf -1 23 0.01 0.19 0.77 0.78 0.78 Raf -2 1 0.00 0.12 0.44 0.45 0.45 Raf -2 2 0.01 0.18 0.66 0.66 0.66 Raf -2 3 0.00 0.03 0.12 0.12 0.12 Raf -2 4 0.00 0.06 0.22 0.22 0.22 Raf -2 5 0.00 0.01 0.11 0.11 0.11 Raf -2 6 0.00 0.04 0.13 0.13 0.13 Raf -2 7 0.00 0.05 0.18 0.18 0.18 Raf -2 8 0.02 0.07 0.25 0.26 0.26 Raf -2 9 0.02 0.07 0.26 0.26 0.26 Raf -2 10 0.02 0.04 0.15 0.16 0.16 Raf -2 11 0.02 0.04 0.16 0.16 0.16 Raf -2 12 0.02 0.07 0.26 0.26 0.26 Raf -2 13 0.02 0.07 0.25 0.26 0.26 Raf -2 14 0.02 0.04 0.16 0.16 0.16 Raf -2 15 0.02 0.04 0.15 0.16 0.16 Raf -2 16 0.01 0.26 0.95 0.96 0.96 Raf -2 17 0.00 0.10 0.41 0.41 0.41 Raf -2 18 0.01 0.17 0.54 0.54 0.54 Raf -2 19 0.01 0.19 0.73 0.73 0.73 Raf -2 20 0.00 0.10 0.35 0.35 0.35 Raf -2 21 0.00 0.17 0.54 0.54 0.54 Raf -2 22 0.01 0.18 0.70 0.70 0.70 Raf -2 23 0.01 0.17 0.51 0.51 0.51 3/25/2008 EwDes -L.out Page 6 COLUMN REACTIONS: Mem Load - - - - -- Reaction(k )- - - - - -- Id - - - -- Id - - -- Horz(OP) Vert Horz(IP) Col-1 1 - - - - - -- 0.00 - - - -- 3.10 - - - - - -- 0.00 Col -1 2 0.00 4.69 0.00 Col -1 3 1.74 -4.53 0.00 Col -1 4 1.74 -2.25 0.00 Col -1 5 -1.53 -1.26 0.00 Col -1 6 1.74 -1.26 0.00 Col -1 7 1.74 -2.35 0.00 Col -1 8 1.74 -0.06 0.00 Col -1 9 -1.53 0.92 0.00 Col -1 10 1.74 0.92 0.00 Col -1 11 0.87 2.11 0.00 Col -1 12 0.87 3.25 0.00 Col -1 13 -0.77 3.74 0.00 Col -1 14 0.87 3.74 0.00 Col -1 15 0.00 2.05 0.00 Col -1 16 0.00 1.98 0.00 Col -1 17 0.00 0.57 0.00 Col -1 18 0.00 0.51 0.00 Col -1 19 0.00 1.98 0.00 Col -1 20 0.00 2.05 0.00 Col -1 21 0.00 0.51 0.00 Col -1 22 0.00 0.57 0.00 Col -1 23 0.00 1.88 0.00 Col -1 24 0.00 5.70 0.00 Col -2 1 0.00 9.21 0.00 Col -2 2 0.00 14.16 0.00 Col -2 3 3.88 -14.42 1.94 Col -2 4 3.88 -6.27 0.00 Col -2 5 -3.49 -3.92 0.00 Col -2 6 3.88 -3.92 0.00 Col -2 7 3.88 -7.71 1.94 Col -2 8 3.88 0.44 0.00 Col -2 9 -3.49 2.78 0.00 Col -2 10 3.88 2.78 0.00 Col -2 11 1.94 6.06 0.97 Col -2 12 1.94 10.13 0.00 Col -2 13 -1.75 11.34 0.00 Col -2 14 1.94 11.34 0.00 Col -2 15 0.00 3.78 2.78 Col -2 16 0.00 7.71 0.00 Col -2 17 0.00 -0.59 2.78 Col -2 18 0.00 3.34 0.00 Col -2 19 0.00 7.71 0.00 Col -2 20 0.00 3.78 2.78 Col -2 21 0.00 3.34 0.00 Col -2 22 0.00 -0.59 2.78 Col -2 23 0.00 7.38 0.00 Col -2 24 0.00 19.72 0.00 Col -3 1 0.00 8.92 0.00 Col -3 2 0.00 13.29 0.00 Col -3 3 3.88 -5.90 0.00 Col -3 4 3.88 -14.05 1.94 Col -3 5 -3.49 -3.97 0.00 Col -3 6 3.88 -3.97 0.00 Col -3 7 3.88 0.40 0.00 Col -3 8 3.88 -7.76 1.94 Col -3 9 -3.49 2.32 0.00 Col -3 10 3.88 2.32 0.00 Col -3 11 1.94 9.68 0.00 Col -3 12 1.94 5.60 0.97 Col -3 13 -1.75 10.47 0.00 Col -3 14 1.94 10.47 0.00 3/25/2008 EwDes -L.out Page 7 Col -3 15 0.00 7.49 0.00 Col -3 16 0.00 3.56 2.78 Col -3 17 0.00 3.30 0.00 Col -3 18 0.00 -0.63 2.78 Col -3 19 0.00 3.56 2.78 Col -3 20 0.00 7.49 0.00 Col -3 21 0.00 -0.63 2.78 Col -3 22 0.00 3.30 0.00 Col -3 23 0.00 19.67 0.00 Col -3 24 0.00 7.33 0.00 Col -4 1 0.00 4.52 0.00 Col -4 2 0.00 9.03 0.00 Col -4 3 1.74 -4.03 0.00 Col -4 4 1.74 -6.31 0.00 Col -4 5 -1.53 -1.02 0.00 Col -4 6 1.74 -1.02 0.00 Col -4 7 1.74 0.20 0.00 Col -4 8 1.74 -2.08 0.00 Col -4 9 -1.53 3.22 0.00 Col -4 10 1.74 3.22 0.00 Col -4 11 0.87 5.56 0.00 Col -4 12 0.87 4.42 0.00 Col -4 13 -0.77 8.08 0.00 Col -4 14 0.87 8.08 0.00 Col -4 15 0.00 3.12 0.00 Col -4 16 0.00 3.18 0.00 Col -4 17 0.00 0.71 0.00 Col -4 18 0.00 0.77 0.00 Col -4 19 0.00 3.18 0.00 Col -4 20 0.00 3.12 0.00 Col -4 21 0.00 0.77 0.00 Col -4 22 0.00 0.71 0.00 Col -4 23 0.00 5.94 0.00 Col -4 24 0.00 2.13 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id - - - -- Id Calc Allow Col-- - - -- 1 - - - - -- 0.00 - - - - -- 1.69 Col -1 2 0.00 1.69 Col -1 3 0.30 1.69 Col -1 4 0.30 1.69 Col -1 5 -0.26 1.69 Col -1 6 0.30 1.69 Col -1 7 0.30 1.69 Col -1 8 0.30 1.69 Col -1 9 -0.26 1.69 Col -1 10 0.30 1.69 Col -1 11 0.15 1.69 Col -1 12 0.15 1.69 Col -1 13 -0.13 1.69 Col -1 14 0.15 1.69 Col -1 15 0.00 1.69 Col -1 16 0.00 1.69 Col -1 17 0.00 1.69 Col -1 18 0.00 1.69 Col -1 19 0.00 1.69 Col -1 20 0.00 1.69 Col -1 21 0.00 1.69 Col -1 22 0.00 1.69 Col -1 23 0.00 1.69 Col -1 24 0.00 1.69 Col -2 1 0.00 1.86 Col -2 2 0.00 1.86 Col -2 3 0.39 1.86 3/25/2008 EwDes -L.out Page 8 Col -2 4 0.39 1.86 Col -2 5 -0.36 1.86 Col -2 6 0.39 1.86 Col -2 7 0.39 1.86 Col -2 8 0.39 1.86 Col -2 9 -0.36 1.86 Col -2 10 0.39 1.86 Col -2 11 0.20 1.86 Col -2 12 0.20 1.86 Col -2 13 -0.18 1.86 Col -2 14 0.20 1.86 Col -2 15 0.00 1.86 Col -2 16 0.00 1.86 Col -2 17 0.00 1.86 Col -2 18 0.00 1.86 Col -2 19 0.00 1.86 Col -2 20 0.00 1.86 Col -2 21 0.00 1.86 Col -2 22 0.00 1.86 Col -2 23 0.00 1.86 Col -2 24 0.00 1.86 Col -3 1 0.00 1.86 Col -3 2 0.00 1.86 Col -3 3 0.39 1.86 Col -3 4 0.39 1.86 Col -3 5 -0.36 1.86 Col -3 6 0.39 1.86 Col -3 7 0.39 1.86 Col -3 8 0.39 1.86 Col -3 9 -0.36 1.86 Col -3 10 0.39 1.86 Col -3 11 0.20 1.86 Col -3 12 0.20 1.86 Col -3 13 -0.18 1.86 Col -3 14 0.20 1.86 Col -3 15 0.00 1.86 Col -3 16 0.00 1.86 Col -3 17 0.00 1.86 Col -3 18 0.00 1.86 Col -3 19 0.00 1.86 Col -3 20 0.00 1.86 Col -3 21 0.00 1.86 Col -3 22 0.00 1.86 Col -3 23 0.00 1.86 Col -3 24 0.00 1.86 Col -4 1 0.00 1.69 Col -4 2 0.00 1.69 Col -4 3 0.30 1.69 Col -4 4 0.30 1.69 Col -4 5 -0.26 1.69 Col -4 6 0.30 1.69 Col -4 7 0.30 1.69 Col -4 8 0.30 1.69 Col -4 9 -0.26 1.69 Col -4 10 0.30 1.69 Col -4 11 0.15 1.69 Col -4 12 0.15 1.69 Col -4 13 -0.13 1.69 Col -4 14 0.15 1.69 Col -4 15 0.00 1.69 Col -4 16 0.00 1.69 Col -4 17 0.00 1.69 Col -4 18 0.00 1.69 Col -4 19 0.00 1.69 Col -4 20 0.00 1.69 Col -4 21 0.00 1.69 Col -4 22 0.00 1.69 Col -4 23 0.00 1.69 3/25/2008 EwDes -L.out Page 9 Col -4 24 0.00 1.69 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id - - - -- Id - Calc Allow Raf-- - -- 1 - - - - -- -0.33 - - - - -- 1.43 Raf -1 2 -0.51 1.43 Raf -1 3 0.13 1.43 Raf -1 4 0.11 1.67 Raf -1 5 0.08 1.43 Raf -1 6 0.07 1.67 Raf -1 7 0.09 1.43 Raf -1 8 -0.22 1.43 Raf -1 9 -0.21 1.43 Raf -1 10 -0.14 1.43 Raf -1 11 -0.13 1.43 Raf -1 12 -0.21 1.43 Raf -1 13 -0.22 1.43 Raf -1 14 -0.13 1.43 Raf -1 15 -0.14 1.43 Raf -1 16 -0.59 1.67 Raf -1 17 -0.70 1.43 Raf -1 18 -0.71 1.67 Raf -1 19 -0.71 1.67 Raf -1 20 -0.67 1.43 Raf -1 21 -0.34 1.43 Raf -1 22 -0.74 1.67 Raf -1 23 -0.74 1.67 Raf -2 1 -0.35 1.67 Raf -2 2 -0.58 1.67 Raf -2 3 0.11 1.67 Raf -2 4 0.11 1.67 Raf -2 5 -0.08 1.43 Raf -2 6 0.07 1.67 Raf -2 7 0.09 1.43 Raf -2 8 -0.16 1.43 Raf -2 9 -0.17 1.43 Raf -2 10 -0.09 1.43 Raf -2 11 -0.10 1.43 Raf -2 12 -0.17 1.43 Raf -2 13 -0.16 1.43 Raf -2 14 -0.10 1.43 Raf -2 15 -0.09 1.43 Raf -2 16 -0.69 1.43 Raf -2 17 -0.59 1.67 Raf -2 18 -0.71 1.67 Raf -2 19 -0.71 1.67 Raf -2 20 -0.25 1.43 Raf -2 21 -0.57 1.43 Raf -2 22 -0.74 1.67 Raf -2 23 -0.74 1.67 U08M0072A Rafter Splice ------------------------------------ Report 3/24/08 11:44am Splice - Surface- - -- Plate - -- ----- Design ---- ---- Bolts(A325 ) - - -- Id Typ -- - -- Id Locate Width -- - - - - -- - - - -- Thick - - - -- Id Axl Shr Mom -- - - - -- - - Row Diam Space Gage 1 M 3 0.0 6.0 0.375 - -- - - - -- 4 0.4 0.2 3.9 - -- - - - -- - - - -- 2 0.500 3.00 - - -- 3.00 22 0.0 0.2 -16.9 2 0.500 3.00 3.00 3/25/2008 EwDes -L.out U08M0072A Base Plate & Anchor Bolt Design 3/24/08 11:44am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Column _Base Max _Reactions(k ) - -Plate Size(in) -- - Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col -1 7.9 S.7 -3.4 1.3 8.0 7.9 0.375 2 0.750 4.00 Col -2 10.0 19.7 -10.8 3.3 8.0 10.0 0.375 2 0.750 4.00 Col -3 10.0 19.7 -10.5 3.3 8.0 10.0 0.375 2 0.750 4.00 Col -4 7.9 9.0 -4.7 1.3 8.0 7.9 0.375 2 0.750 4.00 U08M0072A Bypass Girt Design Report 3/24/08 11:44am GIRT # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 08C060 20.83 1.0000 0 61.5 61.5 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) - - -- ------ ----- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 1 0.34 -0.34 0.00 -1.78 10.42 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - Loc Calc Allow UC Loc UC Calc Allow 1 - -- LS 0.34 3.42 0.10 - -- - - - - -- - - - -- - - -- MS -1.78 6.45 0.28 - -- - - -- LL 0.05 - - - - -- - - - -- -0.57 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 Page 10 WIND SUCTION : 3/25/2008 EwDes -L.out Page 11 GIRT ANALYSIS: --- ------ Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 1 -0.38 0.38 0.00 1.98 10.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.38 3.42 0.11 MS 1.98 4.02 0.49 LL 0.06 0.64 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 20.8 20.8 20.8 20.8 20.8 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 1 ; SPAN # 2 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- - - - -- - - -- - - - -- -- - - - - -- - - - -- - - - - -- 2 08C060 25.00 1.0000 0 73.8 73.8 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 2 0.41 -0.41 0.00 -2.56 12.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - - -- Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.41 3.42 0.12 - -- - - - - -- - - - -- - - -- MS -2.56 6.45 0.40 - -- - - -- RL 0.09 - - - - -- - - - -- -1.18 3.3 3/25/2008 EwDes -L.out UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: -- - - - - - -- Shear(k ) -- - - - - -- ---- ---- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 2 -0.45 0.45 0.00 2.83 12.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 2 LS -0.45 3.42 0.13 MS 2.83 4.02 0.70 RL 0.11 1.31 3.3 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 25.0 25.0 25.0 25.0 25.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 -------------------------------- U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 1 ; SPAN # 3 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay --- Lap(ft) -- Id Size Width Left Right - -- -- - - - - -- - - - -- - - -- - - - -- 3 08C060 20.83 Girt No. Girt Location Brace Weight -- - - - - -- - - - -- - - - - -- 1.0000 0 61.5 61.5 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 12 3/25/2008 EwDes -L.out - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3 0.34 -0.34 0.00 -1.78 10.42 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - - -- Loc Calc Allow UC Loc UC Calc Allow 3 LS 0.34 3.42 0.10 - -- - - - - -- - - - -- - - -- MS -1.78 6.45 0.28 - -- - - -- LL 0.05 - - - - -- - - - -- -0.57 2.7 UNBRACE LENGTHS Available Reduction Bay -- - - - - - -- Minor---- - - - - -- ----------- Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 20.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -- ------ - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3 -0.38 0.39 0.00 1.98 10.33 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- Loc Calc Allow UC Loc UC Calc Allow 3 - - -- RS 0.39 3.42 0.11 - -- - - - - -- - - - -- - - -- MS 1.98 4.02 0.49 - -- - - -- RL 0.06 - - - - -- - - - -- 0.64 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 20.8 20.8 20.8 20.8 20.8 20.8 1.00 1.00 1.00 1.00 1.00 1.00 0.62 ------------------------------ -- - - - --- U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 2 ; SPAN # 1 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay --- Lap(ft) -- Girt No. Girt Id - -- Size -- - - - - -- Width - - - -- Left Right Location Brace Weight 1 082060 20.83 - - -- - - - -- 1.25 -- - - - - -- 3.7500 - - - -- 0 - - - - -- 65.8 2 .08Z060 25.00 1.25 1.25 3.7500 0 81.9 3 082060 20.83 1.25 3.7500 0 65.8 Page 13 3/25/2008 EwDes -L.out Page 14 213.6 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: STRESS /DEFLECTION: Span --- - - - - -- Shear(k ) - - - -- --------- - - -- Moment(f -k )-------------- Deflection(in) Id Bay Left Left Right Right Left Left Mid -Span Loc Right Right Id - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Lap - - - Mom Loc Lap Sup 1 0.45 -0.66 -0.74 0.00 -- - - - -- -1.76 - - - -- 7.88 - - - -- 2.13 - - - -- 3.00 2 0.71 0.64 -0.64 -0.71 3.00 2.16 -1.44 12.50 2.16 3.00 3 0.74 0.66 -0.45 3.00 2.13 -1.76 12.95 3.8 0.00 STRESS /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.66 3.42 0.19 RL 2.13 6.96 0.31 RL 0.13 -0.41 2.7 2 RL -0.64 3.42 0.19 RL 2.16 6.96 0.31 RL 0.13 -0.38 3.3 3 LL 0.66 3.42 0.19 LL 2.13 6.96 0.31 LL 0.13 -0.41 2.7 UNBRACE LENGTHS --------- - - - - -- WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: --- ------ Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Deflection(in) Id - - -- Bay Left Left Right Available Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Reduction Bay 1 --- - - - - -- Minor---- 0.82 - - - - -- ----------- -2.36 Cb----------- 2 -0.79 Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 0.0 0.0 0.0 3.8 1.3 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 1.3 4.1 0.0 4.1 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 1.3 3.8 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: STRESS /DEFLECTION: Span --- ------ Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Deflection(in) Id - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.51 0.74 0.82 0.00 - - - - -- 0.46 1.97 7.98 -2.36 -3.33 2 -0.79 -0.71 0.71 0.79 -3.33 -2.40 1.58 12.50 -2.40 -3.33 3 -0.82 -0.74 0.51 -3.33 -2.36 1.98 12.85 MS 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.74 3.42 0.22 - -- MS - - - - -- 1.97 - - - -- 4.87 - - -- 0.40 - -- RL - - -- 0.16 - - - - -- 0.46 - - - -- 2.7 2 RL 0.71 3.42 0.21 RL -2.40 6.96 0.34 RL 0.16 0.42 3.3 3 LL -0.74 3.42 0.22 MS 1.98 4.87 0.41 LL 0.16 0.46 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction 3/25/2008 EwDes -L.out Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 15.6 15.6 15.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 0.0 0.0 14.2 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 0.0 0.0 15.6 15.6 15.6 1.00 1.67 1.00 1.00 1.00 1.00 0.70 U08M0072A Bypass Girt Design Report 3/24/08 11 44am --------------- - - -- GIRT # 3 ; SPAN # 1 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Id - -- Size -- - - - - -- Width Left Right Location 1 08Z060 - - - -- 20.83 - - -- - - - -- 1.25 -- - - - - -- 7.5000 2 082060 25.00 1.25 1.25 7.5000 3 082060 20.83 1.25 7.5000 No. Girt Brace Weight 0 65.8 0 81.9 0 65.8 213.6 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: STRESS /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Mom +Shr Deflection(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Lap - - - -- Mom Loc Lap Sup 1 0.64 -0.95 -1.05 0.00 - - -- 0.27 - - - -- - - - -- -2.51 7.88 - - - -- 3.03 - - - -- 4.27 2 1.01 0.91 -0.91 -1.01 4.27 3.07 -2.04 12.50 3.07 4.27 3 1.05 0.95 -0.64 4.27 3.03 -2.51 12.95 0.28 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.95 3.42 -- 0.28 - -- - RL - - - -- 3.03 - - - -- 6.96 - - -- 0.43 - -- RL - - -- 0.27 - - - - -- -0.58 - - - -- 2.7 2 RL -0.91 3.42 0.27 RL 3.07 6.96 0.44 RL 0.27 -0.55 3.3 3 LL 0.95 3.42 0.28 LL 3.03 6.96 0.43 LL 0.27 -0.58 2.7 UNBRACE LENGTHS --------- - - - - -- Page 15 WIND SUCTION : ----------------------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id - -- Major - - - -- LS - - -- LL - - -- MS - - -- RL RS LS LL MS RL RS Out In 1 20.8 0.0 0.0 0.0 - - -- - - -- 3.8 1.3 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.67 - - -- 1.00 - - -- - - -- 1.00 0.70 2 25.0 1.3 4.1 0.0 4.1 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 1.3 3.8 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 Page 15 WIND SUCTION : ----------------------- - - - - -- 3/25/2008 EwDes -L.out GIRT ANALYSIS: STRESS /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.05 3.42 0.31 MS 2.81 4.87 0.58 RL 0.33 0.65 2.7 2 RL 1.01 3.42 0.29 RL -3.41 6.96 0.49 RL 0.33 0.60 3.3 3 LL -1.05 3.42 0.31 MS 2.81 4.87 0.58 LL 0.33 0.65 2.7 UNBRACE LENGTHS --------------- Available Reduction Bay --- - - - - -- Minor - - -- - ----------- Cb -- - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 20.8 15.6 15.6 15.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 0.0 0.0 14.2 0:0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 0.0 0.0 15.6 15.6 15.6 1.00 1.67 1.00 1.00 1.00 1.00 0.70 ---------------------- U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 4 ; SPAN # 1 ------------- - - - - -- GIRT LAYOUT: Bay --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Width Left Right Bay Left Left Right Right Left Left Mid -Span Right Right Id - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Lap - - - -- Mom Loc Lap Sup 1 -0.72 1.05 1.16 0.00 - - - -- 5.98 - - - -- - - - -- 2.81 7.98 - - - -- -3.35 - - - -- -4.74 2 -1.12 -1.01 1.01 1.12 -4.74 -3.41 2.25 12.50 -3.41 -4.74 3 -1.16 -1.05 0.72 -4.74 -3.36 2.81 12.85 0.00 STRESS /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.05 3.42 0.31 MS 2.81 4.87 0.58 RL 0.33 0.65 2.7 2 RL 1.01 3.42 0.29 RL -3.41 6.96 0.49 RL 0.33 0.60 3.3 3 LL -1.05 3.42 0.31 MS 2.81 4.87 0.58 LL 0.33 0.65 2.7 UNBRACE LENGTHS --------------- Available Reduction Bay --- - - - - -- Minor - - -- - ----------- Cb -- - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 20.8 15.6 15.6 15.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 0.0 0.0 14.2 0:0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 0.0 0.0 15.6 15.6 15.6 1.00 1.67 1.00 1.00 1.00 1.00 0.70 ---------------------- U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 4 ; SPAN # 1 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Id - -- Size -- - - - - -- Width Left Right Location 1 08Z060 - - - -- 20.83 - - -- - - - -- 1.25 -- - - - - -- 13.0000 2 08Z060 25.00 1.25 1.25 13.0000 3 08Z060 20.83 1.25 13.0000 No. Girt Brace Weight 0 65.8 0 81.9 0 65.8 213.6 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: Page 16 --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Lap - - - Mom Loc Lap Sup 1 0.83 -1.27 -1.40 0.00 -- - - - -- - - - -- -3.21 7.74 - - - -- 4.31 - - - -- 5.98 2 1.46 1.31 -1.31 -1.46 5.98 4.25 -3.12 12.50 4.25 5.98 3 1.40 1.27 -0.83 5.98 4.31 -3.21 13.09 0.00 Page 16 3/25/2008 Ewlles -L.out STRESS /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -1.27 3.42 0.37 RL 4.31 6.96 0.62 RL 0.52 -0.71 2.7 2 LL 1.31 3.42 0.38 RL 4.25 6.96 0.61 RL 0.52 -0.89 3.3 3 LL 1.27 3.42 0.37 LL 4.31 6.96 0.62 LL 0.52 -0.71 2.7 UNBRACE LENGTHS WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- -- Moment(f -k ) Moment(f -k ) -------------- Mom +Shr Deflection(in) Bay Left Available Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Reduction Bay Lap --- - - - - -- Minor- -0.94 - -- ----------- 0.00 Cb----------- 3.60 7.84 -4.77 Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 0.0 0.0 0.0 4.1 1.3 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 1.3 3.9 0.0 3.9 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 1.3 4.1 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: STRESS /DEFLECTION: Span --- - - - - -- Shear(k ) -- - - - - -- -------- -- Moment(f -k ) Moment(f -k ) -------------- Mom +Shr Deflection(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.94 1.41 1.56 0.00 0.64 3.60 7.84 -4.77 -6.63 2 -1.61 -1.45 1.45 1.61 -6.63 -4.71 3.44 12.50 -4.72 -6.63 3 -1.56 -1.41 0.94 -6.63 -4.78 3.60 12.98 0.41 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.41 3.42 0.41 MS 3.60 4.87 0.74 RL 0.64 0.80 2.7 2 RL 1.45 3.42 0.42 MS 3.44 4.87 0.71 RL 0.64 0.97 3.3 3 LL -1.41 3.42 0.41 MS 3.60 4.87 0.74 LL 0.64 0.80 2.7 UNBRACE LENGTHS Bay --- - - - - -- Minor---- - - - - -- -------- - - -Cb- Id Major LS LL MS RL RS LS LL MS 1 20.8 15.5 15.5 15.5 0.0 0.0 1.00 1.00 1.00 2 25.0 0.0 0.0 14.6 0.0 0.0 1.00 1.67 1.00 3 20.8 0.0 0.0 15.5 15.5 15.5 1.00 1.67 1.00 Available Reduction --- - - - - -- Factor RL RS Out In 1.67 1.00 1.00 0.70 1.67 1.00 1.00 0.70 1.00 1.00 1.00 0.70 ------------------------------------ U08M0072A Endwall Diagonal Bracing Summary 3/24/08 11:44am PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length Wind Seismic Wind Seismic Allow - - - - -- - - - -- - - - - - -- - - - -- - - - - - -- - - - -- Page 17 3/25/2008 EwDes -L.out 0.00 0.0 0.0 0.0 0.0 Open Wall DIAGONAL BRACING REQUIRED: Brace_Tension(k ) Bay Level ------ Diag_ Brace ----- - - -- Wind - - -- - -- Seismic -- Max Id Height Type Size Part Calc Pn /sf Calc Pn /sf UC - -- - - - - -- - - -- - - - - -- -- - - - - -- - - - -- - - - -- - - - -- - - - -- - - -- 2 17.79 R 0.625 RDB- 2.36 9.79 5.20 12.49 0.42 COLUMN BASE REACTIONS: Bay Col Wind Max Seismic Max Id - -- Id Horz Vert( + / -) Horz Vert( + / -) 2 - - -- 2 - - -- --- - - - - -- -1.94 1.34 - - -- --- - - - - -- -2.78 1.92 2 3 1.94 1.34 2.78 1.92 DEFLECTION AT RAFTER: Wall -- Deflection -- Height Wind Seismic Limit 17.8 0.08 0.18 1217. U08M0072A Wall Panel Report ------------------------------- 3/24/08 11:44am PANEL DATA: Bay Part Type Gage Yield - -- -- - - - - -- - - -- - - - -- - - - -- 2 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: --- Deflect(in) -- Calc Allow UC - - - -- - - - -- - - -- 0.00 0.37 0.01 0.00 0.37 0.01 -0.01 0.50 0.03 0.01 0.50 0.03 0.02 0.73 0.03 -0.02 0.73 0.03 -0.49 1.04 0.47 0.53 1.04 0.51 ------------------------------- ------ U08M0072A Endwall Design Warning Report 3/24/08 11:44am . No Warnings ------------------------------- U08M0072A Endwall Weight Summary 3/24/08 11:44am. FORCED SPACING: Total Column Weight = 896.32 Total Rafter Weight = 1228.24 Total Girt Weight = 835.07 Total Door Jamb Weight = 0.00 Page 18 --------- Moment(ft- lb /ft) --------- Span Span LD Support Midspan Id - - -- (ft) - - - -- Id -- Calc Mn /sf UC Calc Mn /sf UC 1 2.75 WP - - - -- 24.9 - - - -- 243.4 - - -- 0.10 - - - -- -10.3 - - - -- 222.0 - - -- 0.05 WS -27.0 222.0 0.12 11.1 243.4 0.05 2 3.75 WP 24.9 243.4 0.10 -15.4 222.0 0.07 WS -27.0 222.0 0.12 16.7 243.4 0.07 3 5.50 WP 129.4 243.4 0.53 -16.5 222.0 0.07 WS -140.3 222.0 0.63 17.9 243.4 0.07 4 7.83 WP 129.4 243.4 0.53 -110.8 222.0 0.50 WS -140.3 222.0 0.63 120.1 243.4 0.49 --- Deflect(in) -- Calc Allow UC - - - -- - - - -- - - -- 0.00 0.37 0.01 0.00 0.37 0.01 -0.01 0.50 0.03 0.01 0.50 0.03 0.02 0.73 0.03 -0.02 0.73 0.03 -0.49 1.04 0.47 0.53 1.04 0.51 ------------------------------- ------ U08M0072A Endwall Design Warning Report 3/24/08 11:44am . No Warnings ------------------------------- U08M0072A Endwall Weight Summary 3/24/08 11:44am. FORCED SPACING: Total Column Weight = 896.32 Total Rafter Weight = 1228.24 Total Girt Weight = 835.07 Total Door Jamb Weight = 0.00 Page 18 3/25/2008 EwDes -L.out Page 19 Total Bracing Weight = 65.09 Total Clips Weight = 39.60 Total Endwall Weight = 3064.33 3/25/2008 EwDes -R.out Page 1 U08M0072A Endwall Design Code STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) 3/24/08 11:44am U08M0072A Load Column & Rafter Design - Moment(f -k )- Id - - - -- 3/24/08 11:44am MEMBER SIZES: Calc Vn /sf Calc Mn /sf Col-1 1 - -- 4.36 - - - - -- 21.85 Member Member Member --- Web -- - Flange Size- Member Member Id - - - - -- Locate - - - - -- Size ----- - - - _Size Depth - -- - - - -- Thick - - - -- Width - - Thick Length Weight Col-1 0.7 W8x10 7.50 0.170 - -- 4.00 - - - -- 0.188 - - - - -- 16.9 - - - - -- 168.8 Col -2 21.5 W8xl8 7.50 0.230 5.25 0.313 18.6 335.2 Col -3 46.5 W8xl8 7.50 0.230 5.25 0.313 18.6 335.2 Col -4 67.3 W8x10 7.50 0.170 4.00 0.188 16.9 168.8 Raf -1 21.85 W8xl8 7.50 0.230 5.25 0.313 34.1 614.1 Raf -2 1.53 W8xl8 7.50 0.230 5.25 0.313 34.1 614.1 Total= 2236.29 DESIGN ACTIONS /STRENGTH: Mem Load - -- Axial(k ) -- - -- Shear(k ) -- - Moment(f -k )- Id - - - -- Id - - -- Calc - - - Pn /sf Calc Vn /sf Calc Mn /sf Col-1 1 - -- 4.36 - - - - -- 21.85 - - - - -- 0.00 - - - - -- 26.78 - - - - -- 0.00 - - - - -- 9.91 Col -1 2 8.68 21.85 0.00 26.78 0.00 9.91 Col -1 3 -6.94 75.42 -1.74 26.78 7.36 9.91 Col -1 4 -4.14 75.42 -1.74 26.78 7.36 9.91 Col -1 5 -1.13 75.42 1.53 26.78 -6.46 9.91 Col -1 6 -1.13 75.42 -1.74 26.78 7.36 9.91 Col -1 7 -2.34 75.42 -1.74 26.78 7.36 9.91 Col -1 8 0.17 21.85 -1.74 26.78 7.36 9.91 Col -1 9 3.10 21.85 1.53 26.78 -6.46 9.91 Col -1 10 3.10 21.85 -1.74 26.78 7.36 9.91 Col -1 11 4.94 21.85 -0.87 26.78 3.68 9.91 C01-1 12 5.47 21.85 -0.87 26.78 3.68 9.91 Col -1 13 7.77 21.85 0.77 26.78 -3.23 9.91 Col -1 14 7.77 21.85 -0.87 26.78 3.68 9.91 Col -1 15 3.12 21.85 0.00 26.78 0.00 9.91 Col -1 16 3.51 21.85 0.00 26.78 0.00 9.91 Col -1 17 0.75 21.85 0.00 26.78 0.00 9.91 Col -1 18 0.86 21.85 0.00 26.78 0.00 9.91 Col -1 19 3.51 21.85 0.00 26.78 0.00 9.91 Col -1 20 3.12 21.85 0.00 26.78 0.00 9.91 Col -1 21 0.86 21.85 0.00 26.78 0.00 9.91 Col -1 22 0.75 21.85 0.00 26.78 0.00 9.91 3/25/2008 EwDes -R.out Page 2 Col -1 23 3.21 21.85 0.00 26.78 0.00 9.91 Col -1 24 5.91 21.85 0.00 26.78 0.00 9.91 Col -2 1 8.65 78.52 0.00 37.38 0.00 31.18 Col -2 2 12.85 78.52 0.00 37.38 0.00 31.18 Col -2 3 -11.89 134.02 -3.88 37.38 18.06 31.18 Col -2 4 -7.09 134.02 -3.88 37.38 18.06 31.18 Col -2 5 -4.07 134.02 3.49 37.38 -16.26 31.18 Col -2 6 -4.07 134.02 -3.88 37.38 18.06 31.18 Col -2 7 -6.38 134.02 -3.88 37.38 18.06 31.18 Col -2 8 -1.13 134.02 -3.88 37.38 18.06 31.18 Col -2 9 2.32 78.52 3.49 37.38 -16.26 31.18 Col -2 10 2.32 78.52 -3.88 37.38 18.06 31.18 Col -2 11 5.35 78.52 -1.94 37.38 9.03 31.18 Col -2 12 8.62 78.52 -1.94 37.38 9.03 31.18 Col -2 13 10.14 78.52 1.75 37.38 -8.13 31.18 Col -2 14 10.14 78.52 -1.94 37.38 9.03 31.18 Col -2 15 5.33 78.52 0.00 37.38 0.00 31.18 Col -2 16 4.95 78.52 0.00 37.38 0.00 31.18 Col -2 17 1.32 78.52 0.00 37.38 0.00 31.18 Col -2 18 1.22 78.52 0.00 37.38 0.00 31.18 Col -2 19 4.95 78.52 0.00 37.38 0.00 31.18 Col -2 20 5.33 78.52 0.00 37.38 0.00 31.18 Col -2 21 1.22 78.52 0.00 37.38 0.00 31.18 Col -2 22 1.32 78.52 0.00 37.38 0.00 31.18 Col -2 23 5.98 78.52 0.00 37.38 0.00 31.18 Col -2 24 18.81 78.52 0.00 37.38 0.00 31.18 Col -3 1 8.93 78.52 0.00 37.38 0.00 31.18 Col -3 2 13.69 78.52 0.00 37.38 0.00 31.18 Col -3 3 -7.45 134.02 -3.88 37.38 18.06 31.18 Col -3 4 -12.23 134.02 -3.88 37.38 18.06 31.18 Col -3 5 -4.02 134.02 3.49 37.38 -16.26 31.18 Col -3 6 -4.02 134.02 -3.88 37.38 18.06 31.18 Col -3 7 -1.09 134.02 -3.88 37.38 18.06 31.18 Col -3 8 -6.33 134.02 -3.88 37.38 18.06 31.18 Col -3 9 2.76 78.52 3.49 37.38 -16.26 31.18 Col -3 10 2.76 78.52 -3.88 37.38 18.06 31.18 Col -3 11 9.06 78.52 -1.94 37.38 9.03 31.18 Col -3 12 5.80 78.52 -1.94 37.38 9.03 31.18 Col -3 13 10.98 78.52 1.75 37.38 -8.13 31.18 Col -3 14 10.98 78.52 -1.94 37.38 9.03 31.18 Col -3 15 5.17 78.52 0.00 37.38 0.00 31.18 Col -3 16 5.55 78.52 0.00 37.38 0.00 31.18 Col -3 17 1.26 78.52 0.00 37.38 0.00 31.18 Col -3 18 1.36 78.52 0.00 37.38 0.00 31.18 Col -3 19 5.55 78.52 0.00 37.38 0.00 31.18 Col -3 20 5.17 78.52 0.00 37.38 0.00 31.18 Col -3 21 1.36 78.52 0.00 37.38 0.00 31.18 Col -3 22 1.26 78.52 0.00 37.38 0.00 31.18 Col -3 23 18.86 78.52 0.00 37.38 0.00 31.18 Col -3 24 6.03 78.52 0.00 37.38 0.00 31.18 Col -4 1 3.00 21.85 0.00 26.78 0.00 9.91 Col -4 2 4.52 21.85 0.00 26.78 0.00 9.91 Col -4 3 -2.44 75.42 -1.74 26.78 7.36 9.91 Col -4 4 -5.25 75.42 -1.74 26.78 7.36 9.91 Col -4 5 -1.37 75.42 1.53 26.78 -6.46 9.91 Col -4 6 -1.37 75.42 -1.74 26.78 7.36 9.91 Col -4 7 -0.25 75.42 -1.74 26.78 7.36 9.91 Col -4 8 -2.61 75.42 -1.74 26.78 7.36 9.91 Col -4 9 0.90 21.85 1.53 26.78 -6.46 9.91 Col -4 10 0.90 21.85 -1.74 26.78 7.36 9.91 Col -4 11 3.25 21.85 -0.87 26.78 3.68 9.91 Col -4 12 2.71 21.85 -0.87 26.78 3.68 9.91 Col -4 13 3.61 21.85 0.77 26.78 -3.23 9.91 Col -4 14 3.61 21.85 -0.87 26.78 3.68 9.91 Col -4 15 2.42 21.85 0.00 26.78 0.00 9.91 Col -4 16 2.03 21.85 0.00 26.78 0.00 9.91 Col -4 17 0.67 21.85 0.00 26.78 0.00 9.91 Col -4 18 0.55 21.85 0.00 26.78 0.00 9.91 3/25/2008 EwDes -R.out Page 3 Col -4 19 2.03 21.85 0.00 26.78 0.00 9.91 Col -4 20 2.42 21.85 0.00 26.78 0.00 9.91 Col -4 21 0.55 21.85 0.00 26.78 0.00 9.91 Col -4 22 0.67 21.85 0.00 26.78 0.00 9.91 Col -4 23 5.67 21.85 0.00 26.78 0.00 9.91 Col -4 24 2.97 21.85 0.00 26.78 0.00 9.91 Raf -1 1 0.35 89.67 4.15 37.38 17.01 39.46 Raf -1 2 0.53 89.67 6.36 37.38 25.13 39.46 Raf -1 3 -3.39 134.02 2.14 37.38 -7.42 39.46 Raf -1 4 -3.42 134.02 -1.03 37.38 -4.12 39.46 Raf -1 5 -2.04 134.02 1.28 37.38 -4.24 39.46 Raf -1 6 -2.06 134.02 -0.47 37.38 -4.11 39.46 Raf -1 7 -0.46 134.02 1.72 37.38 -6.96 39.46 Raf -1 8 4.06 89.67 -2.45 37.38 8.94 39.46 Raf -1 9 4.78 89.67 -2.37 37.38 8.66 39.46 Raf -1 10 2.61 89.67 -1.54 37.38 5.59 39.46 Raf -1 11 4.10 106.51 -1.45 37.38 5.31 39.46 Raf -1 12 4.78 89.67 -2.37 37.38 8.66 39.46 Raf -1 13 4.06 89.67 -2.45 37.38 8.94 39.46 Raf -1 14 4.10 106.51 -1.45 37.38 5.31 39.46 Raf -1 15 2.61 89.67 -1.54 37.38 5.59 39.46 Raf -1 16 11.90 89.67 -2.82 37.38 11.92 39.46 Raf -1 17 12.32 89.67 -9.30 37.38 32.67 39.46 Raf -1 18 14.38 89.67 -6.23 37.38 23.13 39.46 Raf -1 19 14.32 89.67 4.96 37.38 15.93 39.46 Raf -1 20 3.72 89.67 -6.06 37.38 19.45 39.46 Raf -1 21 3.67 89.67 -3.50 37.38 12.25 39.46 Raf -1 22 14.94 89.67 4.86 37.38 14.63 39.46 Raf -1 23 14.99 89.67 -5.95 37.38 21.83 39.46 Raf -2 1 0.35 89.67 4.33 37.38 17.98 39.80 Raf -2 2 0.55 89.67 6.71 37.38 28.10 39.80 Raf -2 3 -3.42 134.02 -1.23 37.38 -4.79 39.80 Raf -2 4 -3.40 134.02 -2.40 37.38 -8.70 39.80 Raf -2 5 -2.07 134.02 0.37 37.38 -1.61 39.80 Raf -2 6 -2.05 134.02 -1.54 37.38 -5.52 39.80 Raf -2 7 -0.46 134.02 -1.70 37.38 -6.85 39.80 Raf -2 8 4.79 89.67 2.52 37.38 9.44 39.80 Raf -2 9 4.06 89.67 2.61 37.38 9.72 39.80 Raf -2 10 4.09 106.51 1.60 37.38 6.01 39.80 Raf -2 11 2.61 89.67 1.68 37.38 6.29 39.80 Raf -2 12 4.06 89.67 2.61 37.38 9.72 39.80 Raf -2 13 4.79 89.67 2.52 37.38 9.44 39.80 Raf -2 14 2.61 89.67 1.68 37.38 6.29 39.80 Raf -2 15 4.09 106.51 1.60 37.38 6.01 39.80 Raf -2 16 12.32 89.67 9.33 37.38 32.84 39.80 Raf -2 17 11.90 89.67 2.85 37.38 12.09 39.80 Raf -2 18 14.34 89.67 -5.09 37.38 17.50 39.80 Raf -2 19 14.38 89.67 6.55 37.38 24.70 39.80 Raf -2 20 3.68 89.67 3.82 37.38 13.82 39.80 Raf -2 21 3.73 89.67 6.37 37.38 21.02 39.80 Raf -2 22 15.00 89.67 6.55 37.38 24.80 39.80 Raf -2 23 14.96 89.67 -5.09 37.38 17.60 39.80 STRESS RATIO: Mem Load Id - - - -- Id - - -- Axial - - Shear Moment Axl +Mom Shr +Mom Max UC Col-1 1 - -- 0.20 - - - -- 0.00 - - - - -- 0.00 - - - - - -- 0.20 - - - - - -- - - - - -- 0.20 Col -1 2 0.40 0.00 0.00 0.40 0.40 Col -1 3 0.09 0.07 0.74 0.54 0.74 Col -1 4 0.05 0.07 0.74 0.62 0.74 Col -1 5 0.01 0.06 0.65 0.62 0.65 Col -1 6 0.01 0.07 0.74 0.71 0.74 Col -1 7 0.03 0.07 0.74 0.68 0.74 Col -1 8 0.01 0.07 0.74 0.74 0.74 3/25/2008 EwDes -R.out Page 4 Col -1 9 0.14 0.06 0.65 0.69 0.69 Col -1 10 0.14 0.07 0.74 0.78 0.78 Col -1 11 0.23 0.03 0.37 0.42 0.42 Col -1 12 0.25 0.03 0.37 0.43 0.43 Col -1 13 0.36 0.03 0.33 0.46 0.46 Col -1 14 0.36 0.03 0.37 0.49 0.49 Col -1 15 0.14 0.00 0.00 0.14 0.14 Col -1 16 0.16 0.00 0.00 0.16 0.16 Col -1 17 0.03 0.00 0.00 0.03 0.03 Col -1 18 0.04 0.00 0.00 0.04 0.04 Col -1 19 0.16 0.00 0.00 0.16 0.16 Col -1 20 0.14 0.00 0.00 0.14 0.14 Col -1 21 0.04 0.00 0.00 0.04 0.04 Col -1 22 0.03 0.00 0.00 0.03 0.03 Col -1 23 0.15 0.00 0.00 0.15 0.15 Col -1 24 0.27 0.00 0.00 0.27 0.27 Col -2 1 0.11 0.00 0.00 0.11 0.11 Col -2 2 0.16 0.00 0.00 0.16 0.16 Col -2 3 0.09 0.10 0.58 0.54 0.58 Col -2 4 0.05 0.10 0.58 0.50 0.58 Col -2 5 0.03 0.09 0.52 0.46 0.52 Col -2 6 0.03 0.10 0.58 0.52 0.58 Col -2 7 0.05 0.10 0.58 0.50 0.58 Col -2 8 0.01 0.10 0.58 0.57 0.58 Col -2 9 0.03 0.09 0.52 0.54 0.54 Col -2 10 0.03 0.10 0.58 0.59 0.59 Col -2 11 0.07 0.05 0.29 0.32 0.32 Col -2 12 0.11 0.05 0.29 0.34 0.34 Col -2 13 0.13 0.05 0.26 0.32 0.32 Col -2 14 0.13 0.05 0.29 0.35 0.35 Col -2 15 0.07 0.00 0.00 0.07 0.07 Col -2 16 0.06 0.00 0.00 0.06 0.06 Col -2 17 0.02 0.00 0.00 0.02 0.02 Col -2 18 0.02 0.00 0.00 0.02 0.02 Col -2 19 0.06 0.00 0.00 0.06 0.06 Col -2 20 0.07 0.00 0.00 0.07 0.07 Col -2 21 0.02 0.00 0.00 0.02 0.02 Col -2 22 0.02 0.00 0.00 0.02 0.02 Col -2 23 0.08 0.00 0.00 0.08 0.08 Col -2 24 0.24 0.00 0.00 0.24 0.24 Col -3 1 0.11 0.00 0.00 0.11 0.11 Col -3 2 0.17 0.00 0.00 0.17 0.17 Col -3 3 0.06 0.10 0.58 0.50 0.58 Col -3 4 0.09 0.10 0.58 0.54 0.58 Col -3 5 0.03 0.09 0.52 0.46 0.52 Col -3 6 0.03 0.10 0.58 0.53 0.58 Col -3 7 0.01 0.10 0.58 0.57 0.58 Col -3 8 0.05 0.10 0.58 0.50 0.58 Col -3 9 0.04 0.09 0.52 0.54 0.54 Col -3 10 0.04 0.10 0.58 0.60 0.60 Col -3 11 0.12 0.05 0.29 0.35 0.35 Col -3 12 0.07 0.05 0.29 0.33 0.33 Col -3 13 0.14 0.05 0.26 0.33 0.33 Col -3 14 0.14 0.05 0.29 0.36 0.36 Col -3 15 0.07 0.00 0.00 0.07 0.07 Col -3 16 0.07 0.00 0.00 0.07 0.07 Col -3 17 0.02 0.00 0.00 0.02 0.02 Col -3 18 0.02 0.00 0.00 0.02 0.02 Col -3 19 0.07 0.00 0.00 0.07 0.07 Col -3 20 0.07 0.00 0.00 0.07 0.07 Col -3 21 0.02 0.00 0.00 0.02 0.02 Col -3 22 0.02 0.00 0.00 0.02 0.02 Col -3 23 0.24 0.00 0.00 0.24 0.24 Col -3 24 0.08 0.00 0.00 0.08 0.08 Col -4 1 0.14 0.00 0.00 0.14 0.14 Col -4 2 0.21 0.00 0.00 0.21 0.21 Col -4 3 0.03 0.07 0.74 0.67 0.74 Col -4 4 0.07 0.07 0.74 0.59 0.74 3/25/2008 EwDes -R.out Page 5 Col -4 5 0.02 0.06 0.65 0.61 0.65 Col -4 6 0.02 0.07 0.74 0.70 0.74 Col -4 7 0.00 0.07 0.74 0.74 0.74 Col -4 8 0.03 0.07 0.74 0.67 0.74 Col -4 9 0.04 0.06 0.65 0.66 0.66 Col -4 10 0.04 0.07 0.74 0.75 0.75 Col -4 11 0.15 0.03 0.37 0.41 0.41 Col -4 12 0.12 0.03 0.37 0.40 0.40 Col -4 13 0.17 0.03 0.33 0.36 0.36 Col -4 14 0.17 0.03 0.37 0.41 0.41 Col -4 15 0.11 0.00 0.00 0.11 0.11 Col -4 16 0.09 0.00 0.00 0.09 0.09 Col -4 17 0.03 0.00 0.00 0.03 0.03 Col -4 18 0.03 0.00 0.00 0.03 0.03 Col -4 19 0.09 0.00 0.00 0.09 0.09 Col -4 20 0.11 0.00 0.00 0.11 0.11 Col -4 21 0.03 0.00 0.00 0.03 0.03 Col -4 22 0.03 0.00 0.00 0.03 0.03 Col -4 23 0.26 0.00 0.00 0.26 0.26 Col -4 - - - -- 24 - - -- 0.14 - - - -- 0.00 - 0.00 0.14 0.14 Raf-1 1 0.00 - - -- 0.11 - - - - -- 0.43 - - - - - -- - - - - 0.43 - -- - - - - -- 0.43 Raf -1 2 0.01 0.17 0.64 0.64 0.64 Raf -1 3 0.03 0.06 0.19 0.21 0.21 Raf -1 4 0.03 0.03 0.10 0.11 0.11 Raf -1 5 0.02 0.03 0.11 0.12 0.12 Raf -1 6 0.02 0.01 0.10 0.10 0.10 Raf -1 7 0.00 0.05 0.18 0.18 0.18 Raf -1 8 0.05 0.07 0.23 0.25 0.25 Raf -1 9 0.05 0.06 0.22 0.25 0.25 Raf -1 10 0.03 0.04 0.14 0.15 0.15 Raf -1 11 0.04 0.04 0.13 0.15 0.15 Raf -1 12 0.05 0.06 0.22 0.25 0.25 Raf -1 13 0.05 0.07 0.23 0.25 0.25 Raf -1 14 0.04 0.04 0.13 0.15 0.15 Raf -1 15 0.03 0.04 0.14 0.15 0.15 Raf -1 16 0.13 0.08 0.30 0.37 0.37 Raf -1 17 0.14 0.25 0.83 0.90 0.90 Raf -1 18 0.16 0.17 0.59 0.67 0.67 Raf -1 19 0.16 0.13 0.40 0.48 0.48 Raf -1 20 0.04 0.16 0.49 0.51 0.51 Raf -1 21 0.04 0.09 0.31 0.33 0.33 Raf -1 22 0.17 0.13 0.37 0.45 0.45 Raf -1 23 0.17 0.16 0.55 0.64 0.64 Raf -2 1 0.00 0.12 0.45 0.45 0.45 Raf -2 2 0.01 0.18 0.71 0.71 0.71 Raf -2 3 0.03 0.03 0.12 0.14 0.14 Raf -2 4 0.03 0.06 0.22 0.24 0.24 Raf -2 5 0.02 0.01 0.04 0.06 0.06 Raf -2 6 0.02 0.04 0.14 0.15 0.15 Raf -2 7 0.00 0.05 0.17 0.17 0.17 Raf -2 8 0.05 0.07 0.24 0.26 0.26 Raf -2 9 0.05 0.07 0.24 0.27 0.27 Raf -2 10 0.04 0.04 0.15 0.17 0.17 Raf -2 11 0.03 0.04 0.16 0.17 0.17 Raf -2 12 0.05 0.07 0.24 0.27 0.27 Raf -2 13 0.05 0.07 0.24 0.26 0.26 Raf -2 14 0.03 0.04 0.16 0.17 0.17 Raf -2 15 0.04 0.04 0.15 0.17 0.17 Raf -2 16 0.14 0.25 0.83 0.89 0.89 Raf -2 17 0.13 0.08 0.30 0.37 0.37 Raf -2 18 0.16 0.14 0.44 0.52 0.52 Raf -2 19 0.16 0.18 0.62 0.70 0.70 Raf -2 20 0.04 0.10 0.35 0.37 0.37 Raf -2 21 0.04 0.17 0.53 0.55 0.55 Raf -2 22 0.17 0.18 0.62 0.71 0.71 Raf -2 23 0.17 0.14 0.44 0.52 0.52 3/25/2008 EwDes -R.out Page 6 COLUMN REACTIONS: Mem Load - - - - -- Reaction(k )- - - - - -- Id - - - -- Id - - -- Horz(OP) Vert Horz(IP) Col-1 1 - - - - - -- 0.00 - - - -- 4.36 - - - - - -- 0.00 Col -1 2 0.00 8.68 0.00 Col -1 3 1.74 -6.77 0.00 Col -1 4 1.74 -3.98 0.00 Col -1 5 -1.53 -0.96 0.00 Col -1 6 1.74 -0.96 0.00 Col -1 7 1.74 -2.17 0.00 Col -1 8 1.74 0.17 0.00 Col -1 9 -1.53 3.10 0.00 Col -1 10 1.74 3.10 0.00 Col -1 11 0.87 4.94 0.00 Col -1 12 0.87 5.47 0.00 Col -1 13 -0.77 7.77 0.00 Col -1 14 0.87 7.77 0.00 Col -1 15 0.00 3.12 0.00 Col -1 16 0.00 3.51 0.00 Col -1 17 0.00 0.75 0.00 Col -1 18 0.00 0.86 0.00 Col -1 19 0.00 3.51 0.00 Col -1 20 0.00 3.12 0.00 Col -1 21 0.00 0.86 0.00 Col -1 22 0.00 0.75 0.00 Col -1 23 0.00 3.21 0.00 Col -1 24 0.00 5.91 0.00 Col -2 1 0.00 8.65 0.00 Col -2 2 0.00 12.85 0.00 Col -2 3 3.88 -11.55 0.00 Col -2 4 3.88 -6.76 0.00 Col -2 5 -3.49 -3.73 0.00 Col -2 6 3.88 -3.73 0.00 Col -2 7 3.88 -6.04 0.00 Col -2 8 3.88 -0.80 0.00 Col -2 9 -3.49 2.32 0.00 Col -2 10 3.88 2.32 0.00 Col -2 11 1.94 5.35 0.00 Col -2 12 1.94 8.62 0.00 Col -2 13 -1.75 10.14 0.00 Col -2 14 1.94 10.14 0.00 Col -2 15 0.00 5.33 0.00 Col -2 16 0.00 4.95 0.00 Col -2 17 0.00 1.32 0.00 Col -2 18 0.00 1.22 0.00 Col -2 19 0.00 4.95 0.00 Col -2 20 0.00 5.33 0.00 Col -2 21 0.00 1.22 0.00 Col -2 22 0.00 1.32 0.00 Col -2 23 0.00 5.98 0.00 Col -2 24 0.00 18.81 0.00 Col -3 1 0.00 8.93 0.00 Col -3 2 0.00 13.69 0.00 Col -3 3 3.88 -7.11 0.00 Col -3 4 3.88 -11.89 0.00 Col -3 5 -3.49 -3.68 0.00 Col -3 6 3.88 -3.68 0.00 Col -3 7 3.88 -0.76 0.00 Col -3 8 3.88 -5.99 0.00 Col -3 9 -3.49 2.76 0.00 Col -3 10 3.88 2.76 0.00 Col -3 11 1.94 9.06 0.00 Col -3 12 1.94 5.80 0.00 Col -3 13 -1.75 10.98 0.00 Col -3 14 1.94 10.98 0.00 3/25/2008 EwDes -R.out Page 7 Col -3 15 0.00 5.17 0.00 Col -3 16 0.00 5.55 0.00 Col -3 17 0.00 1.26 0.00 Col -3 18 0.00 1.36 0.00 Col -3 19 0.00 5.55 0.00 Col -3 20 0.00 5.17 0.00 Col -3 21 0.00 1.36 0.00 Col -3 22 0.00 1.26 0.00 Col -3 23 0.00 18.86 0.00 Col -3 24 0.00 6.03 0.00 Col -4 1 0.00 3.00 0.00 Col -4 2 0.00 4.52 0.00 Col -4 3 1.74 -2.27 0.00 Col -4 4 1.74 -5.08 0.00 Col -4 5 -1.53 -1.20 0.00 Col -4 6 1.74 -1.20 0.00 Col -4 7 1.74 -0.08 0.00 Col -4 8 1.74 -2.44 0.00 Col -4 9 -1.53 0.90 0.00 Col -4 10 1.74 0.90 0.00 Col -4 11 0.87 3.25 0.00 Col -4 12 0.87 2.71 0.00 Col -4 13 -0.77 3.61 0.00 Col -4 14 0.87 3.61 0.00 Col -4 15 0.00 2.42 0.00 Col -4 16 0.00 2.03 0.00 Col -4 17 0.00 0.67 0.00 Col -4 18 0.00 0.55 0.00 Col -4 19 0.00 2.03 0.00 Col -4 20 0.00 2.42 0.00 Col -4 21 0.00 0.55 0.00 Col -4 22 0.00 0.67 0.00 Col -4 23 0.00 5.67 0.00 Col -4 24 0.00 2.97 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id - - - -- Id - - Calc Allow Col-1 -- 1 - - - - -- 0.00 - - - - -- 1.69 Col -1 2 0.00 1.69 Col -1 3 0.30 1.69 Col -1 4 0.30 1.69 C01-1 5 -0.26 1.69 Col -1 6 0.30 1.69 Col -1 7 0.30 1.69 C01-1 8 0.30 1.69 Col -1 9 -0.26 1.69 Col -1 10 0.30 1.69 Col -1 11 0.15 1.69 Col -1 12 0.15 1.69 C01-1 13 -0.13 1.69 Col -1 14 0.15 1.69 C01-1 15 0.00 1.69 Col -1 16 0.00 1.69 Col -1 17 0.00 1.69 C01-1 18 0.00 1.69 Col -1 19 0.00 1.69 C01-1 20 0.00 1.69 C01-1 21 0.00 1.69 C01-1 22 0.00 1.69 Col -1 23 0.00 1.69 C01-1 24 0.00 1.69 Col -2 1 0.00 1.86 Col -2 2 0.00 1.86 Col -2 3 0.44 1.86 3/25/2008 EwDes -R.out Page 8 Col -2 4 0.44 1.86 Col -2 5 -0.40 1.86 Col -2 6 0.44 1.86 Col -2 7 0.44 1.86 Col -2 8 0.44 1.86 Col -2 9 -0.40 1.86 Col -2 10 0.44 1.86 Col -2 11 0.22 1.86 Col -2 12 0.22 1.86 Col -2 13 -0.20 1.86 Col -2 14 0.22 1.86 Col -2 15 0.00 1.86 Col -2 16 0.00 1.86 Col -2 17 0.00 1.86 Col -2 18 0.00 1.86 Col -2 19 0.00 1.86 Col -2 20 0.00 1.86 Col -2 21 0.00 1.86 Col -2 22 0.00 1.86 Col -2 23 0.00 1.86 Col -2 24 0.00 1.86 Col -3 1 0.00 1.86 Col -3 2 0.00 1.86 Col -3 3 0.44 1.86 Col -3 4 0.44 1.86 Col -3 5 -0.40 1.86 Col -3 6 0.44 1.86 Col -3 7 0.44 1.86 Col -3 8 0.44 1.86 Col -3 9 -0.40 1.86 Col -3 10 0.44 1.86 Col -3 11 0.22 1.86 Col -3 12 0.22 1.86 Col -3 13 -0.20 1.86 Col -3 14 0.22 1.86 Col -3 15 0.00 1.86 Col -3 16 0.00 1.86 Col -3 17 0.00 1.86 Col -3 18 0.00 1.86 Col -3 19 0.00 1.86 Col -3 20 0.00 1.86 Col -3 21 0.00 1.86 Col -3 22 0.00 1.86 Col -3 23 0.00 1.86 Col -3 24 0.00 1.86 Col -4 1 0.00 1.69 Col -4 2 0.00 1.69 Col -4 3 0.30 1.69 Col -4 4 0.30 1.69 Col -4 5 -0.26 1.69 Col -4 6 0.30 1.69 Col -4 7 0.30 1.69 Col -4 8 0.30 1.69 Col -4 9 -0.26 1.69 Col -4 10 0.30 1.69 Col -4 11 0.15 1.69 Col -4 12 0.15 1.69 Col -4 13 -0.13 1.69 Col -4 14 0.15 1.69 Col -4 15 0.00 1.69 Col -4 16 0.00 1.69 Col -4 17 0.00 1.69 Col -4 18 0.00 1.69 Col -4 19 0.00 1.69 Col -4 20 0.00 1.69 Col -4 21 0.00 1.69 Col -4 22 0.00 1.69 Col -4 23 0.00 1.69 3/25/2008 EwDes -R.out Page 9 Col -4 24 0.00 1.69 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id - - - -- Id - - -- Calc Allow Raf-- 1 - - - - -- - -0.34 - - - -- 1.67 Raf -1 2 -0.55 1.67 Raf -1 3 0.07 1.43 Raf -1 4 0.05 1.67 Raf -1 5 0.03 1.67 Raf -1 6 -0.07 1.43 Raf -1 7 0.09 1.43 Raf -1 8 -0.19 1.43 Raf -1 9 -0.18 1.43 Raf -1 10 -0.11 1.43 Raf -1 11 -0.10 1.43 Raf -1 12 -0.18 1.43 Raf -1 13 -0.19 1.43 Raf -1 14 -0.10 1.43 Raf -1 15 -0.11 1.43 Raf -1 16 -0.26 1.67 Raf -1 17 -0.76 1.43 Raf -1 18 -0.49 1.43 Raf -1 19 -0.30 1.67 Raf -1 20 -0.58 1.43 Raf -1 21 -0.27 1.43 Raf -1 22 -0.32 1.67 Raf -1 23 -0.40 1.43 Raf -2 1 -0.32 1.43 Raf -2 2 -0.49 1.43 Raf -2 3 0.06 1.43 Raf -2 4 0.15 1.43 Raf -2 5 0.03 1.67 Raf -2 6 0.09 1.43 Raf -2 7 0.08 1.43 Raf -2 8 -0.22 1.43 Raf -2 9 -0.23 1.43 Raf -2 10 -0.14 1.43 Raf -2 11 -0.15 1.43 Raf -2 12 -0.23 1.43 Raf -2 13 -0.22 1.43 Raf -2 14 -0.15 1.43 Raf -2 15 -0.14 1.43 Raf -2 16 -0.77 1.43 Raf -2 17 -0.26 1.67 Raf -2 18 -0.30 1.67 Raf -2 19 -0.58 1.43 Raf -2 20 -0.36 1.43 Raf -2 21 -0.67 1.43 Raf -2 22 -0.57 1.43 Raf -2 23 -0.32 1.67 U08M0072A Rafter Splice ----------------------------- Report 3/24/08 --------- 11:44am Splice - Surface- - -- Plate - -- ----- Design ---- ---- Bolts(A325 ) - - -- Id Typ -- - -- Id Locate Width -- - - - - -- - - - -- Thick - - - -- Id Axl Shr Mom -- - - - -- - - Row Diam Space Gage 1 M 3 0.0 6.0 0.313 - -- - - - -- 7 0.5 0.0 3.1 - -- - - - -- - - - -- 2 0.500 3.00 - - -- 3.00 2 0.0 0.2 -14.2 2 0.500 3.00 3.00 3/25/2008 EwDes -R.out U08M0072A Base Plate & Anchor Bolt Design Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) ----------------- - - - - -- 3/24/08 11:44am Column _Base Max _Reactions(k ) -- Plate_Size(in) -- - Bolts(A36 )- Id - - - -- Depth - - - -- Comp - - - -- Tens - - - -- Shear - - - -- Width - - - -- Length - - - - -- Thick Row Diam Gage Col-1 7.9 8.7 -5.1 1.3 8.0 7.9 - - - -- 0.375 - -- 2 - - - -- 0.750 - - -- 4.00 Col -2 8.1 18.8 -8.7 2.9 8.0 8.2 0.375 2 0.750 4.00 Col -3 8.1 18.9 -8.9 2.9 8.0 8.2 0.375 2 0.750 4.00 Col -4 7.9 5.7 -3.8 1.3 8.0 7.9 0.375 2 0.750 4.00 U08M0072A Bypass -------------------------------- Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 1 ; SPAN # 1 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- - - - -- - - -- - - - -- -- - - - - -- - - - -- - - - - -- 1 08C060 20.83 10.0000 0 61.5 61.5 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- - ------- - - - - -- Moment(f -k )- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 1 0.24 -0.24 0.00 -1.26 10.42 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - - -- Loc Calc Allow UC - -- Loc UC Calc Allow 1 LS 0.24 3.42 0.07 - - - - -- - - - -- - - -- MS -1.26 6.45 0.20 - -- - - -- LL 0.02 - - - - -- - - - -- -0.41 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 Page 10 WIND SUCTION : 3/25/2008 EwDes -R.out GIRT ANALYSIS: --------- Shear(k ) -- - - - - -- ---- ---- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 1 -0.27 0.27 0.00 1.41 10.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc - - -- - -- Calc Allow UC - - - - -- - - - -- - - Loc Calc Allow UC Loc UC Calc Allow 1 LS -- -0.27 3.42 0.08 - -- - - - - -- - - - -- - - -- MS 1.41 4.02 0.35 - -- - - -- LL 0.03 - - - - -- - - - -- 0.45 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 20.8 20.8 20.8 20.8 20.8 1.00 1.00 1.00 1.00 1.00 1.00 0.62 ---------------------------- - - ---- U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 1 ; SPAN # 2 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- - - - -- - - -- - - - -- -- - - - - -- - - - -- - - - - -- 2 08C060 25.00 10.0000 0 73.8 73.8 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- ----- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 2 0.29 -0.29 0.00 -1.82 12.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc - - -- - -- Calc Allow UC - - - - -- - - - -- - - -- Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.29 3.42 0.09 - -- - - - - -- - - - -- - - -- MS -1.82 6.45 0.28 - -- - - -- RL 0.05 - - - - -- - - - -- -0.84 3.3 Page 11 3/25/2008 EwDes -R.out UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) -- - - - - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.32 0.32 0.00 2.01 12.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 2 LS -0.32 3.42 0.09 MS 2.01 4.02 0.50 RL 0.06 0.93 3.3 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - - - Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 25.0 25.0 25.0 25.0 25.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 1 ; SPAN # 3 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - - - Lap(ft) -- Girt No. Girt Id - -- Size -- - - - - -- Width Left Right Location Brace Weight - - - -- 3 08C060 - - -- - - - -- -- - - - - -- - - - -- - - - - -- 20.83 10.0000 0 61.5 61.5 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 12 3/25/2008 EwDes -R.out 3 0.24 -0.24 0.00 -1.26 10.42 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS 0.24 3.42 0.07 MS -1.26 6.45 0.20 LL 0.02 -0.41 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor ---------- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 20.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: --------- Shear(k ) - -- -------------- Moment(f-k ) -------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3 -0.27 0.27 0.00 1.41 10.33 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - Loc Calc Allow UC Loc UC Calc Allow 3 - - -- - - -- RS 0.27 3.42 0.08 - -- - - - - -- - - - -- - - -- MS 1.41 4.02 0.35 - -- - - -- RL 0.03 - - - - -- - - - -- 0.45 2.7 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay - -- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 20.8 20.8 20.8 20.8 20.8 20.8 1.00 1.00 1.00 1.00 1.00 1.00 0.62 U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 2 ; SPAN # 1 ------------- - - - - -- GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 082060 20.83 1.25 12.6667 0 65.8 2 08Z060 25.00 1.25 1.25 12.6667 0 81.9 3 082060 20.83 1.25 12.6667 0 65.8 Page 13 3/25/2008 EwDes -R.out 213.6 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: STRESS /DEFLECTION: Span - -------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Mom +Shr Deflection(in) Bay Left Left Right Right Left Left Mid -Span Allow Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.72 -0.96 -1.06 0.00 - - - -- 2.7 -3.00 8.38 2.37 3.63 2 0.74 0.66 -0.66 -0.74 3.63 2.75 -0.98 12.50 2.75 3.63 3 1.06 0.96 -0.72 3.63 2.37 -3.00 12.46 LL 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.96 3.42 0.28 - -- MS - - - - -- -3.00 - - - -- 6.96 - - -- 0.43 - -- RL - - -- 0.19 - - - - -- -0.78 - - - -- 2.7 2 RL -0.66 3.42 0.19 RL 2.75 6.96 0.40 RL 0.19 -0.12 3.3 3 LL 0.96 3.42 0.28 MS -3.00 6.96 0.43 LL 0.19 -0.78 2.7 UNBRACE LENGTHS WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: -- - - - - - -- Shear(k ) -- - - - - -- --- ----- - - - - -- Moment(f -k )-------------- Deflection(in) Id - - -- Available Left Left Right Right Left Left Mid -Span Right Right Id Reduction Bay Sup --- - - - - -- Minor---- - - - - -- ----------- Sup Cb----- - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 0.0 0.0 0.0 2.8 1.3 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 1.3 5.5 0.0 5.5 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 1.3 2.8 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: STRESS /DEFLECTION: Span -- - - - - - -- Shear(k ) -- - - - - -- --- ----- - - - - -- Moment(f -k )-------------- Deflection(in) Id - - -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.81 1.06 1.18 0.00 - - - - -- 0.88 3.35 8.47 -2.62 -4.03 2 -0.82 -0.73 0.73 0.82 -4.03 -3.06 1.07 12.50 -3.06 -4.03 3 -1.18 -1.06 0.81 -4.03 -2.63 3.35 12.35 MS 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.06 3.42 0.31 - -- MS - - - - -- 3.35 - - - -- 4.87 - - -- 0.69 - -- RL - - -- 0.24 - - - - -- 0.88 - - - -- 2.7 2 RL 0.73 3.42 0.22 RL -3.06 6.96 0.44 RL 0.24 0.12 3.3 3 LL -1.06 3.42 0.31 MS 3.35 4.87 0.69 LL 0.24 0.88 2.7 UNBRACE LENGTHS --------- - - - - -- Page 14 Available Reduction 3/25/2008 EwDes -R.out Page 15 Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.8 16.7 16.7 16.7 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2 25.0 0.0 0.0 11.5 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 3 20.8 0.0 0.0 16.7 16.7 16.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 U08M0072A Bypass Girt Design Report 3/24/08 11:44am --------------- - - -- GIRT # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight - -- -- - - - - -- - - - -- - - -- - - - -- -- - - - - -- - - - -- - - - - -- 2 082086 25.00 16.7500 0 105.5 105.5 WIND PRESSURE : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - - - Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - - - -- - - - -- - - - -- - - - -- 2 0.89 -0.89 0.00 -5.58 12.50 0.00 STRESS /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - - - Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.89 10.13 0.09 - -- - - -- MS -5.58 10.95 0.51 - -- - - -- LL 0.15 - - - - -- - - - -- -1.80 3.3 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 WIND SUCTION : ----------------------- - - - - -- GIRT ANALYSIS: --- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 2 -0.99 0.99 0.00 6.17 12.50 0.00 3/25/2008 STRESS /DEFLECTION: EwDes -R.out Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS -0.99 10.13 0.10 MS 6.17 6.83 0.90 LL 0.18 1.99 3.3 UNBRACE LENGTHS --------- - - - - -- Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 25.0 25.0 25.0 25.0 25.0 25.0 1.00 1.00 1.00 1.00 1.00 1.00 0.62 ------------------------------ U08M0072A Endwall Diagonal Bracing Summary 3/24/08 11:44am PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length Wind Seismic Wind Seismic Allow - - - - -- - - - -- - - - - - -- - - - -- - - - - - -- - - - -- 0.00 0.0 0.0 0.0 0.0 Open Wall DIAGONAL BRACING REQUIRED: PANEL DATA: Bay Part Type Gage Yield - -- -- - - - - -- - - -- - - - -- - - - -- 1 CW6 -80 CW 26.00 80.0 Page 16 MOMENTS & DEFLECTION: Brace_Tension(k ) Bay Sw ------ Diag_Brace ----- - - -- Wind - - -- - -- Seismic -- Max Id Bay Type Size Part - -- - - - - -- - - -- - - - - -- Calc Pn /sf Calc Pn /sf UC -- - - - - -- 1 24.00 R(R) 0.625 RDB- - - - -- - - - -- 2.84 9.79 - - - -- 6.53 - - - -- 12.49 - - -- 0.52 3 24.00 R(L) 0.625 RDB- 2.84 9.79 6.53 12.49 0.52 EW REACTION TO FRAME: Bay Col Wind Max Seismic Max Id Id Horz Horz(OP) Horz - -- - - -- - - -- --- - - - - -- Horz(OP) - - -- 1 1 -1.86 2.09 -2.78 --- - - - - -- 3.13 1 2 1.86 2.09 2.78 3.13 3 3 -1.86 2.09 -2.78 3.13 3 4 1.86 2.09 2.78 3.13 DEFLECTION AT RAFTER: Wall -- Deflection -- Height Wind Seismic Limit - - - - -- - - - -- - - - - - -- - - - -- 24.0 0.08 0.19 1521. U08M0072A Wall Panel Report ----------------------------- 3/24/08 ------- 11:44am PANEL DATA: Bay Part Type Gage Yield - -- -- - - - - -- - - -- - - - -- - - - -- 1 CW6 -80 CW 26.00 80.0 Page 16 MOMENTS & DEFLECTION: 3/25/2008 EwDes -R.out --- Deflect(in) -- Calc Allow UC - - - -- - - - -- - - -- 0.03 0.36 0.08 -0.04 0.36 0.10 -0.33 0.95 0.35 0.44 0.95 0.46 U08M0072A Endwall Design Warning Report 3/24/08 11:44am .. No Warnings UO8M0072A Endwall Weight Summary 3/24/08 11:44am FORCED SPACING: Total Column Weight = 1008.05 Total Rafter Weight = 1228.24 Total Girt Weight = 513.60 Total Door Jamb Weight = 0.00 Total Bracing Weight = 116.44 Total Clips Weight = 23.10 Page 17 Total Endwall Weight = 2889.43 --------- Moment(ft- lb /ft) --------- Span Span LD Support Midspan Id - - -- (ft) - - - -- Id -- Calc Mn /sf UC Calc Mn /sf UC 1 2.67 WP - - - -- 106.8 - - - -- 243.4 - - -- 0.44 - - - -- - - - -- 33.8 243.4 - - -- 0.14 WS -141.1 222.0 0.64 -44.6 222.0 0.20 2 7.11 WP 106.8 243.4 0.44 -91.2 222.0 0.41 WS -141.1 222.0 0.64 120.5 243.4 0.50 --- Deflect(in) -- Calc Allow UC - - - -- - - - -- - - -- 0.03 0.36 0.08 -0.04 0.36 0.10 -0.33 0.95 0.35 0.44 0.95 0.46 U08M0072A Endwall Design Warning Report 3/24/08 11:44am .. No Warnings UO8M0072A Endwall Weight Summary 3/24/08 11:44am FORCED SPACING: Total Column Weight = 1008.05 Total Rafter Weight = 1228.24 Total Girt Weight = 513.60 Total Door Jamb Weight = 0.00 Total Bracing Weight = 116.44 Total Clips Weight = 23.10 Page 17 Total Endwall Weight = 2889.43 3/25/2008 RootDes.out U08M0072A Roof Design Code 3/24/08 11:44am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code Year Seismic Zone MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel IBC 06 D 29000 (ksi ) 29500 (ksi ) UO8M0072A Purlin Layout Report(Surface= 2) 3/24/08 11:44am SURFACE LAYOUT: Surface No. Peak Id Length Row Space - - - - - -- - - - - - -- - -- - - - -- 2 34.118 7 1.333 PURLIN LOCATION: Purlin Surf Purlin Load Dead Edge Show Id - - - - -- Offset - - - - -- Space - - - -- Width - - - -- Load - - - -- Wind Report 1 4.535 4.535 4.517 1.24 - - -- - - - - -- Y Y 2 9.035 4.500 4.625 1.21 - - - - -- 16.0 3 13.785 4.750 4.750 1.18 Y 4 18.535 4.750 4.750 1.18 25.00 5 23.285 4.750 4.750 1.18 4 6 28.035 4.750 4.750 1.18 893.0 7 32.785 4.750 3.708 1.51 0 2.0 34.118 1.333 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. Unit Total Id - -- Id - - -- Size -- - - - - -- (ft) - - - -- Left Right - - - -- - - - -- Brace - - - -- Weight Weight 1 1OZ098 0.42 0 - - - - -- 2.3 - - - - -- 16.0 1 2 1OZ098 24.58 2.94 0 150.8 1055.7 2 3 1OZ076 25.00 2.94 2.94 0 131.2 918.5 3 4 1OZ086 23.58 2.94 0 127.6 893.0 5 1OZ086 0.42 0 2.0 14.0 Total(lb)= 413.9 2897.2 SPECIAL LOADS: Page I Load Start End Load Type - - - - -- - - - - -- --------------- - - - -- 0.000 6.800 Edge Zone Wind 3/25/2008 RoofDes.out Page 2 ---------------------------------- UO8M0072A Purlin Design Report(Surface= 2, Id= 1) 3/24/08 11:44am ------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6.80) ------------------------ - - - - -- PURLIN LAYOUT: ( Purlin Id= 1) Bay Span Purlin Span - -- Lap(ft) -- Load No. Id Id Size (ft) Left Right Width Brace 1 1OZ098 0.42 -1.38 4.52 0 1 2 1OZ098 24.58 2.94 4.52 0 2 3 1OZ076 25.00 2.94 2.94 4.52 0 3 4 1OZ086 23.58 2.94 4.52 0 5 1OZ086 0.42 4.52 0 LOAD COMBINATION # 1 : DL +CL +LL -------------------------------------------- - - - - -- PURLIN ANALYSIS: Left Left Sup Lap 0.00 0.01 7.20 3.36 6.76 2.38 0.01 -- Moment(f -k ) MidSpan Mom Loc 0.00 0.00 -5.58 9.79 -2.14 12.65 -5.08 14.24 0.00 0.42 Right Right Lap Sup 0.01 2.63 7.20 3.03 6.76 0.01 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.05 2 RL -1.38 8.89 0.16 MS -5.58 12.80 0.44 RS 0.11 -0.72 3 LL 1.13 4.12 0.27 LL 3.36 9.60 0.35 LL 0.20 -0.17 4 LL 1.32 5.99 0.22 MS -5.08 11.17 0.45 LS 0.12 -0.68 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.05 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 -0.05 2 1.14 -1.38 -1.73 3 1.48 1.13 -1.10 -1.44 4 1.66 1.32 -1.09 5 0.05 0.00 Left Left Sup Lap 0.00 0.01 7.20 3.36 6.76 2.38 0.01 -- Moment(f -k ) MidSpan Mom Loc 0.00 0.00 -5.58 9.79 -2.14 12.65 -5.08 14.24 0.00 0.42 Right Right Lap Sup 0.01 2.63 7.20 3.03 6.76 0.01 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.05 2 RL -1.38 8.89 0.16 MS -5.58 12.80 0.44 RS 0.11 -0.72 3 LL 1.13 4.12 0.27 LL 3.36 9.60 0.35 LL 0.20 -0.17 4 LL 1.32 5.99 0.22 MS -5.08 11.17 0.45 LS 0.12 -0.68 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.05 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 3/25/2008 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - - -- 2 0.54 Lap Lap - - - -- - - - -- 0.24 3 0.69 0.61 0.31 0.28 4 0.54 0.24 -3.70 Roo LOAD COMBINATION # 2 : DL +CL +1.42SL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - 1 0.00 Sup - - - -- - - -- -0.10 2 2.45 -2.96 -3.70 3 3.16 2.43 -2.35 -3.09 4 3.56 2.83 -2.33 5 0.10 14.47 0.00 STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k ) -------------- - - - -- - - - Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - - - -- 0.00 Allow 0.00 0.00 Loc 0.02 0.02 1 -11.95 9.79 5.63 15.41 15.41 7.20 -4.59 12.65 6.48 14.47 14.47 5.09 -10.88 14.24 2 0.02 0.02 8.89 0.00 0.42 MS 0.00 Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc - -- Calc Allow UC Loc UC Calc Allow 1 RS -0.10 8.89 0.01 RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.10 2 RL -2.96 8.89 0.33 MS -11.95 12.80 0.93 RS 0.51 -1.55 3 LL 2.43 4.12 0.59 LL 7.20 9.60 0.75 LL 0.91 -0.35 4 LL 2.83 5.99 0.47 MS -10.88 11.17 0.97 LS 0.57 -1.46 5 LS 0.10 5.99 0.02 LS 0.02 11.17 0.00 LS 0.00 0.10 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - - -- - - - -- - - - -- - - -- - - - -- 2 1.15 0.52 3 1.48 1.31 0.67 0.59 4 1.16 0.52 ----------- Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 3 3/25/2008 RoofDes.out Page 4 LOAD COMBINATION # 3 : DL +1.3WS1 PURLIN ANALYSIS: Span Left Id Sup 1 0.00 2 -1.01 3 -1.30 4 -1.47 5 -0.04 - - -- Shear(k )-- - - - - -- Left Right Right Lap Lap Sup 0.04 1.22 1.52 -.1.00 0.97 1.27 -1.16 0.96 0.00 -------- - - - - -- Moment(f -k )-------------- Shear Ratio Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.18 0.00 0.00 0.48 -0.01 -0.01 -0.07 4.92 9.79 -2.32 -6.35 -6.35 -2.97 1.89 12.65 -2.67 -5.96 -5.96 -2.10 4.48 14.24 -0.01 -0.01 0.00 0.42 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 11.84 0.00 RS -0.01 17.06 0.00 LS 0.00 -0.04 2 RL 1.22 11.84 0.10 MS 4.92 11.94 0.41 RS 0.05 0.64 3 LL -1.00 5.50 0.18 LL -2.97 12.80 0.23 LL 0.09 0.15 4 LL -1.16 7.98 0.15 MS 4.48 10.42 0.43 LS 0.05 0.60 5 LS -0.04 7.98 0.01 LS -0.01 14.89 0.00 LS 0.00 -0.04 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.0 0.4 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 0.0 19.6 19.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 0.0 0.0 12.1 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 0.0 0.0 18.7 18.7 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.0 0.0 0.4 0.0 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.47 Left MidSpan 0.16 3 0.61 0.54 0.21 0.18 4 0.48 0.16 0.00 LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: -- - - - - -- Shear(k ) -- - - - - -- ---- ---- - - - - -- Moment(f -k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id - - -- Sup - - - -- Lap Lap Sup - - - -- - - - -- - - - -- Sup - - - -- Lap Mom Loc - - - -- - Lap Sup 1 0.00 -0.07 0.00 - - -- - - - -- 0.00 0.00 - - - -- - - - -- 0.01 2 1.61 -1.95 -2.43 0.01 -7.85 9.79 3.70 10.13 3/25/2008 3 4 5 2.08 1.60 -1.55 -2.03 2.34 1.86 -1.53 0.07 0.00 STRENGTH /DEFLECTION: 10.13 4.73 -3.01 12.65 9.51 3.35 -7.15 14.24 0.01 0.00 0.42 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Id - - -- Loc - -- Calc - - - Allow UC Loc Calc Allow UC Loc UC 1 RS - -- -0.07 - - - -- 11.84 - - -- 0.01 - -- RS - - - - -- 0.01 - - - -- 17.06 - - -- 0.00 - -- LS - - -- 0.00 2 RL -1.95 11.84 0.16 MS -7.85 17.06 0.46 RS 0.12 3 LL 1.60 5.50 0.29 LL 4.73 12.80 0.37 LL 0.22 4 LL 1.86 7.98 0.23 MS -7.15 14.89 0.48 LS 0.14 5 LS 0.07 7.98 0.01 LS 0.01 14.89 0.00 LS 0.00 UNBRACE LENGTHS --------- - - - - -- RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Available Reduction Span --- - - - - -- Id Major LS LL 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RoofDes.out RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - 2 0.75 Lap Lap - -- 0.26 3 0.97 0.86 0.33 0.29 4 0.76 0.26 -3.16 - - -- Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: 4.26 9.51 0.01 0.00 Deflection(in) Calc Allow 0.06 -1.02 -0.23 -0.96 0.06 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 -------------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup -0.09 2 2.09 -2.53 -3.16 3 2.70 2.07 -2.01 -2.64 4 3.04 2.41 -1.99 5 0.09 12.36 0.00 STRENGTH /DEFLECTION: 4.26 9.51 0.01 0.00 Deflection(in) Calc Allow 0.06 -1.02 -0.23 -0.96 0.06 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 -------------- ------ Moment(f-k ) --- - - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Loc 0.02 0.02 1 -10.20 9.79 4.80 13.16 13.16 6.15 -3.92 12.65 5.53 12.36 12.36 4.35 -9.29 14.24 2 0.02 0.02 11.84 0.00 0.42 MS 0.00 Span ------ Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.09 11.84 0.01 RS 0.02 17.06 0.00 LS 0.00 0.08 2 RL -2.53 11.84 0.21 MS -10.20 17.06 0.60 RS 0.21 -1.32 3 LL 2.07 5.50 0.38 LL 6.15 12.80 0.48 LL 0.37 -0.30 Page 5 3/25/2008 RootDes.out 4 LL 2.41 7.98 0.30 MS -9.29 14.89 0.62 LS 0.23 -1.25 5 LS 0.09 7.98 0.01 LS 0.02 14.89 0.00 LS 0.00 0.08 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span Lap_Shear(k ) --- - - - - -- Minor---- - - - - -- ----------- Left Right Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.98 Lap Lap - - - -- - - - -- 0.33 3 1.26 1.12 0.43 0.38 4 0.99 0.34 -2.76 LOAD COMBINATION # 6 : DL +CL +SL /2 +AUX3 PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------------- -- - - - - -- Shear(k ) - Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- - - - -- -0.08 2 1.77 -2.22 -2.76 3 2.48 1.93 -1.60 -2.14 4 1.58 1.27 -0.91 5 0.04 7.95 0.00 STRENGTH /DEFLECTION: -------------- - - - - Moment(f-k )-------------- - - - -- ----- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - - - -- 0.00 Allow 0.00 0.00 Loc 0.02 0.02 1 -8.51 9.61 4.85 12.17 12.17 5.69 -4.44 13.42 2.46 7.95 7.95 3.76 -3.89 14.98 2 0.01 0.01 8.89 0.00 0.42 MS 0.00 Span - - - - -- Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 0.01 RS 0.02 12.80 0.00 LS 0.00 0.07 2 RL -2.22 8.89 0.25 MS -8.51 12.80 0.67 RS 0.32 -1.07 3 LL 1.93 4.12 0.47 LL 5.69 9.60 0.59 LL 0.57 -0.51 4 LL 1.27 5.99 0.21 LS 4.22 11.17 0.38 LS 0.16 -0.43 5 LS 0.04 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------- - - - - -- Span --- - - - - -- Id Major LS LL 1 0.4 0.4 0.4 2 24.6 19.2 0.0 3 25.0 2.9 3.5 Minor MS 0.0 0.0 0.0 RL 0.4 2.4 1.7 - -- -------- - - -Cb- RS LS LL MS 0.4 1.00 1.00 1.00 2.9 1.00 1.00 1.00 2.9 1.00 1.67 1.00 RL 1.00 1.67 1.67 RS 1.00 1.00 1.00 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 Page 6 3/25/2008 RoofDes.out 4 23.6 2.9 3.5 0.0 0.0 17.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - Left Right 2 - - -- - - - -- 0.91 - - -- - - - -- 0.41 3 1.17 0.72 0.53 0.32 4 0.63 0.29 -1.64 LOAD COMBINATION # 7 : DL +CL +SL /2 +AUX4 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: --- ----- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- -0.04 2 0.95 -1.33 -1.64 3 2.19 1.65 -1.88 -2.43 4 2.66 2.12 -1.69 5 0.08 11.47 0.00 STRENGTH /DEFLECTION: --- ----- - - - - -- Moment(f -k ) -- - - - - - -- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - Lap Sup 0.00 Allow - -- 0.00 0.00 - - - -- - - - -- 0.01 0.01 1 -4.28 9.01 4.14 8.51 8.51 2.88 -4.47 11.86 5.14 11.47 11.47 4.45 -7.73 14.42 2 0.02 0.02 8.89 0.00 0.42 RS 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc - Calc Allow UC Loc UC Calc Allow 1 RS -0.04 8.89 0.00 -- RS - - - - -- 0.01 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.03 2 RL -1.33 8.89 0.15 RS 4.79 12.80 0.37 RS 0.15 -0.46 3 RL -1.88 4.12 0.46 RS 5.38 9.60 0.56 RL 0.50 -0.53 4 LL 2.12 5.99 0.35 MS -7.73 11.17 0.69 LS 0.35 -1.00 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE --------- LENGTHS - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 18.0 0.0 3 25.0 2.9 2.0 4 23.6 2.9 2.3 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.4 RL RS 0.4 0.4 3.6 2.9 3.3 2.9 0.0 18.3 0.4 0.4 ----------- Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 7 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left Right - - -- 2 0.63 - - - -- 0.29 3 0.82 1.04 0.37 0.47 3/25/2008 RoofDes.out 4 0.92 0.41 LOAD COMBINATION # 8 : DL +CL +SL /2 +AUX1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: -------------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - Sup 1 0.00 -- - - - -- -0.08 2 1.89 -2.11 -2.65 3 1.48 1.17 -0.85 -1.16 4 1.47 1.16 -1.02 5 0.04 5.32 0.00 -------------- ------ Moment(f-k ) -------------- - - - - -- Moment(f -k ) Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - - - 0.00 UC 0.00 0.00 UC -- 0.02 0.02 RS -9.64 10.23 2.39 9.38 9.38 5.48 -1.02 14.04 2.38 5.32 5.32 1.46 -4.91 13.93 RL 0.01 0.01 0.24 0.00 0.42 -9.64 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 - - -- 0.01 - -- RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.08 2 RL -2.11 8.89 0.24 MS -9.64 12.80 0.75 RS 0.20 -1.34 3 LL 1.17 4.12 0.28 LL 5.48 9.08 0.60 LL 0.41 0.12 4 LL 1.16 5.99 0.19 MS -4.91 11.17 0.44 LS 0.08 -0.70 5 LS 0.04 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.04 UNBRACE --------- LENGTHS - - - - -- 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 Available Reduction Span Lap_Shear(k ) --- - - - - -- Minor---- - - - - -- ----------- Cb----------- 2 0.70 Factor Id - - -- Major - - - -- LS - - -- LL - - -- MS - RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 - -- 0.4 - - -- 0.4 - - -- 0.4 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 0.70 2 24.6 20.4 0.0 0.0 1.2 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 6.7 0.0 3.6 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 1.3 0.0 0.0 19.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - Right 2 0.70 -- - - - -- 0.32 3 0.90 0.48 0.41 0.22 4 0.43 0.19 LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX2 -------------------------------------------- - - - - -- PURLIN ANALYSIS: -------- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 8 3/25/2008 Roo - - -- 1 - - - -- 0.00 - - - -- - - - -- - - - -- -0.04 - - - -- 0.00 - - - -- - - - -- 0.00 - - - -- 0.00 - - - -- - - - -- 0.01 2 1.06 -1.22 -1.53 0.01 -5.36 10.09 1.68 5.72 3 1.19 0.88 -1.13 -1.44 5.72 2.67 -1.03 11.31 5.06 8.85 4 2.55 2.01 -1.80 8.85 2.15 -8.78 13.82 0.02 5 0.08 0.00 0.02 0.00 0.42 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 8.89 0.00 RS 0.01 12.80 0.00 LS 0.00 0.04 2 RL -1.22 8.89 0.14 MS -5.36 12.80 0.42 RS 0.07 -0.73 3 RL -1.13 4.12 0.28 RL 5.06 9.24 0.55 RL 0.35 0.10 4 LL 2.01 5.99 0.34 MS -8.78 11.17 0.79 LS 0.23 -1.27 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.08 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.4 0.4 2 24.6 20.2 3 25.0 2.9 4 23.6 2.9 5 0.4 0.4 LL 0.4 0.0 3.9 1.1 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) �inor- MS 0.4 0.0 0.0 0.0 0.0 RL RS LS 0.4 0.4 1.00 1.5 2.9 1.00 6.3 2.9 1.00 0.0 19.5 1.00 0.4 0.4 1.00 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right Left Right 2 - - - -- - - - -- 0.43 - - -- - - - -- 0.19 3 0.55 0.80 0.25 0.36 4 0.71 0.32 -1.63 ------ Cb LL MS 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 LOAD COMBINATION #10 : DL +CL +SL- 1.OAUX1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: - - - -- Factor RL RS Out In 1.00 1.00 1.00 0.7C 1.67 1.00 1.00 0.7C 1.67 1.00 1.00 0.70 1.00 1.00 1.00 0.70 1.00 1.00 1.00 0.70 -- ------ -------- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup -0.04 2 0.95 -1.33 -1.63 3 2.18 1.64 -1.88 -2.42 4 2.65 2.11 -1.69 5 0.08 11.44 0.00 STRENGTH /DEFLECTION: - - - -- Factor RL RS Out In 1.00 1.00 1.00 0.7C 1.67 1.00 1.00 0.7C 1.67 1.00 1.00 0.70 1.00 1.00 1.00 0.70 1.00 1.00 1.00 0.70 -- ------ - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -4.25 9.01 4.13 8.48 8.48 2.86 -4.46 11.86 5.13 11.44 11.44 4.44 -7.70 14.42 0.02 0.02 0.00 0.42 0.00 Page 9 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 3/25/2008 RoofDes.out Page 10 1 RS -0.04 8.89 0.00 RS 0.01 12.80 0.00 LS 0.00 0.03 2 RL -1.33 8.89 0.15 RS 4.77 12.80 0.37 RS 0.15 -0.46 3 RL -1.88 4.12 0.46 RS 5.37 9.60 0.56 RL 0.49 -0.53 4 LL 2.11 5.99 0.35 MS -7.70 11.17 0.69 LS 0.35 -1.00 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span Lap Shear(k ) - -- - - - - -- Minor- Left Right - - - -- - - - -- - -- ----------- Cb----------- 0.63 Lap Lap - - - -- - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 18.0 0.0 0.0 3.6 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 2.0 0.0 3.2 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.3 0.0 0.0 18.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right 2 0.63 Lap Lap - - - -- - - - -- - - --- 0.29 3 0.81 1.03 0.37 0.47 4 0.91 0.41 -2.75 LOAD COMBINATION #11 : DL +CL +SL- 1.0AUX2 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Moment(f -k Left ----- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 0.00 - - - -- -0.08 2 1.77 -2.21 -2.75 3 2.47 1.93 -1.59 -2.13 4 1.57 1.26 -0.90 5 0.04 3.75 0.00 Moment(f -k Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom - - - -- Loc - - - -- Lap - - - -- Sup - - 0.00 Allow - - - -- 0.00 0.00 Calc - -- 0.02 0.02 Loc -8.49 9.61 4.84 12.14 12.14 5.68 -4.43 13.42 2.45 7.91 7.91 3.75 -3.87 14.98 2 0.01 0.01 8.89 0.00 0.42 -8.49 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc - -- Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 0.01 RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.07 2 RL -2.21 8.89 0.25 MS -8.49 12.80 0.66 RS 0.32 -1.06 3 LL 1.93 4.12 0.47 LL 5.68 9.60 0.59 LL 0.57 -0.51 4 LL 1.26 5.99 0.21 LS 4.20 11.17 0.38 LS 0.16 -0.43 5 LS 0.04 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span -- - - - - - -- Minor- - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 3/25/2008 RoofDes.out 1 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.2 0.0 0.0 2.4 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.5 0.0 1.7 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 3.5 0.0 0.0 17.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- Left Right 2 - - - -- 0.90 - - -- - - - -- 0.41 3 1.16 0.71 0.53 0.32 4 0.63 0.29 DEFLECTION: ------------------------ - - - - -- LOAD COMBINATION # 1 : DL +CL +LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.05 2 -0.72 1.97 0.37 3 -0.17 2.00 0.08 4 -0.68 1.89 0.36 5 0.05 LOAD COMBINATION # 2 : DL +CL +SL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.07 2 -1.14 1.97 0.58 3 -0.26 2.00 0.13 4 -1.08 1.89 0.57 5 0.07 LOAD COMBINATION # 3 : DL +0.49WS1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 -0.01 2 0.19 1.97 0.10 3 0.04 2.00 0.02 4 0.18 1.89 0.09 5 -0.01 LOAD COMBINATION # 4 : ---------------- - - - - -- Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 0.05 2 -0.79 1.97 3 -0.18 2.00 4 -0.75 1.89 DL +CL +SL /2 +0.49WP1 --------------- - -- Ratio 0.40 0.09 0.40 Page 11 3/25/2008 RoofDes.out Page 12 5 0.05 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.08 2 -1.21 1.97 0.61 3 -0.28 2.00 0.14 4 -1.14 1.89 0.61 5 0.08 ----------------------------- - ----- U08M0072A Purlin Design Report(Surface= 2, Id= 3) 3/24/08 11:44am ------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 ------------------------ - - - - -- PURLIN LAYOUT: ( Purlin Id= 3) Bay Span Purlin Span - -- Lap(ft) -- Load No. Id Id Size (ft) Left Right Width Brace - - - -- -0.05 1 1OZ098 0.42 -1.82 4.75 0 1 2 1OZ098 24.58 2.94 4.75 0 2 3 1OZ076 25.00 2.94 2.94 4.75 0 3 4 1OZ086 23.58 2.94 4.75 0 -0.76 5 1OZ086 0.42 4.12 4.75 0 LOAD COMBINATION # 1 : DL +CL +LL -------------------------------------------- - - - - -- PURLIN ANALYSIS: -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- -0.05 2 1.20 -1.46 -1.82 3 1.55 1.19 -1.16 -1.52 4 1.75 1.39 -1.15 5 0.05 7.11 0.00 -------- - - - - -- Moment(f -k )-------------- - - - -- - - - -- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 UC 0.01 0.01 RS -5.87 9.79 2.76 7.57 7.57 3.54 -2.25 12.65 3.18 7.11 7.11 2.50 -5.34 14.24 RL 0.01 0.01 0.16 0.00 0.42 -5.87 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc - -- Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS - - - - -- 0.01 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.05 2 RL -1.46 8.89 0.16 MS -5.87 12.80 0.46 RS 0.12 -0.76 3 LL 1.19 4.12 0.29 LL 3.54 9.60 0.37 LL 0.22 -0.17 4 LL 1.39 5.99 0.23 MS -5.34 11.17 0.48 LS 0.14 -0.72 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.05 UNBRACE LENGTHS 3/25/2008 Roof )es.out Page 13 Span Id Major 1 0.4 2 24.6 3 25.0 4 23.6 5 0.4 LS 0.4 19.6 2.9 2.9 0.4 LL 0.4 0.0 3.7 2.0 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor--------- - MS RL RS 0.0 0.4 0.4 0.0 2.1 2.9 0.0 3.4 2.9 0.0 0.0 18.7 0.0 0.4 0.4 Span Lap Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - Right 2 0.56 - -- - - - -- 0.25 3 0.73 0.64 0.33 0.29 4 0.57 0.26 -3.89 ----------- Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 2 : DL +CL +1.42SL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 -------- ----- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- -0.11 2 2.57 -3.12 -3.89 3 3.33 2.55 -2.47 -3.25 4 3.74 2.97 -2.46 5 0.11 15.22 0.00 STRENGTH /DEFLECTION: Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 -------- - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.02 0.02 -12.57 9.79 5.92 16.21 16.21 7.57 -4.82 12.65 6.82 15.22 15.22 5.36 -11.44 14.24 0.02 0.02 0.00 0.41 0.00 Span - - - - -- Shear(k ) - - - - -- - - - - - Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - - - - -- - - - -- 1 RS -0.11 8.89 0.01 RS 0.02 12.80 0.00 LS 0.00 0.10 2 RL -3.12 8.89 0.35 MS -12.57 12.80 0.98 RS 0.57 -1.63 3 LL 2.55 4.12 0.62 LL 7.57 9.60 0.79 LL 1.01 -0.37 4 LL 2.97 5.99 0.50 MS -11.44 11.17 1.02 LS 0.63 -1.54 5 LS 0.11 5.99 0.02 LS 0.02 11.17 0.00 LS 0.00 0.10 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 3/25/2008 RoofDes.out Page 14 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right 2 1.21 Lap Lap - - - -- - - - -- - - - -- 0.55 3 1.55 1.37 0.70 0.62 4 1.22 0.55 1.34 LOAD COMBINATION # 3 : DL +1.3WS1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Left Left Sup Lap 0.00 0.01 5.58 -2.64 5.25 -1.84 0.01 -- Moment(f -k ) MidSpan Mom Loc 0.00 0.00 4.46 10.36 1.58 12.65 4.08 13.68 0.00 0.42 Right Right Lap Sup -0.01 -2.02 -5.58 -2.39 -5.25 -0.01 0.00 STRENGTH /DEFLECTION: Span -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - 1 0.00 Loc - - -- 0.05 2 -0.98 1.08 1.34 3 -1.13 -0.87 0.84 1.11 4 -1.29 -1.03 0.94 5 -0.05 - -- LS 0.00 Left Left Sup Lap 0.00 0.01 5.58 -2.64 5.25 -1.84 0.01 -- Moment(f -k ) MidSpan Mom Loc 0.00 0.00 4.46 10.36 1.58 12.65 4.08 13.68 0.00 0.42 Right Right Lap Sup -0.01 -2.02 -5.58 -2.39 -5.25 -0.01 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.05 11.84 0.00 - -- RS - - - - -- -0.01 - - - -- 17.06 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- -0.04 2 RL 1.08 11.84 0.09 MS 4.46 11.94 0.37 RS 0.04 0.58 3 LL -0.87 5.50 0.16 LL -2.64 12.80 0.21 LL 0.07 0.11 4 LL -1.03 7.98 0.13 MS 4.08 10.42 0.39 LS 0.04 0.55 5 LS -0.05 7.98 0.01 LS -0.01 14.89 0.00 LS 0.00 -0.04 UNBRACE --------- LENGTHS - - - - -- 0.0 0.0 0.4 0.0 0.4 1.00 1.00 1.00 1.00 Available Reduction Span --- - - - - - - Minor---- - - - - -- ----------- Cb----------- Factor Id - - -- Major - - - -- LS - - -- LL - - -- MS - - -- RL - - RS LS LL MS RL RS Out In 1 0.4 0.4 0.0 0.4 -- 0.0 - - -- 0.0 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 0.70 2 24.6 0.0 19.6 19.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 0.0 0.0 11.9 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 0.0 0.0 18.7 18.7 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.0 0.0 0.4 0.0 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.42 0.14 3 0.53 0.47 0.18 0.16 4 0.42 0.14 LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 3/25/2008 RoofDes.out Page 15 PURLIN ANALYSIS: -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - Sup 1 0.00 - -- - - - -- -0.07 2 1.69 -2.05 -2.56 3 2.18 1.68 -1.63 -2.13 4 2.46 1.95 -1.61 5 0.07 3.52 0.00 -------- - - - - -- Moment(f -k )-------------- Shear Ratio Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - Sup 0.00 0.31 0.00 0.00 - -- - - - -- 0.01 0.01 Sup - - - -- -8.26 9.79 3.89 10.65 10.65 4.98 -3.17 12.65 4.48 10.00 10.00 3.52 -7.52 14.24 2 0.01 0.01 -3.32 0.00 0.42 -10.73 9.79 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- - - - - -- - - - -- 1 RS -0.07 11.84 0.01 RS 0.01 17.06 0.00 LS 0.00 0.07 2 RL -2.05 11.84 0.17 MS -8.26 17.06 0.48 RS 0.14 -1.07 3 LL 1.68 5.50 0.31 LL 4.98 12.80 0.39 LL 0.24 -0.24 4 LL 1.95 7.98 0.24 MS -7.52 14.89 0.50 LS 0.15 -1.01 5 LS 0.07 7.98 0.01 LS 0.01 14.89 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - - - Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left Right 2 0.79 - - -- - - - -- 0.27 3 1.02 0.90 0.35 0.31 4 0.80 0.27 Sup - - - -- LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: -- - - - - -- Shear(k ) -- - - - - -- ---- ---- - - - - -- Moment(f -k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- Sup - - - -- Lap Mom Loc - Lap Sup 1 0.00 -0.09 0.00 - - -- - - - -- - - - -- 0.00 0.00 - - - -- - - - -- 0.02 2 2.20 -2.66 -3.32 0.02 -10.73 9.79 5.05 13.84 3 2.84 2.18 -2.11 -2.77 13.84 6.47 -4.12 12.65 5.82 12.99 3/25/2008 RoofDes.out 4 3.20 2.54 5 0.09 STRENGTH /DEFLECTION: -2.10 12.99 4.57 -9.77 14.24 0.00 0.02 0.00 0.42 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Id - - -- Loc - -- Calc - - - - -- Allow UC Loc Calc Allow UC Loc UC 1 RS -0.09 - - - -- 11.84 - - -- 0.01 - -- RS - - - - -- 0.02 - - - -- 17.06 - - -- 0.00 - -- LS - - -- 0.00 2 RL -2.66 11.84 0.22 MS -10.73 17.06 0.63 RS 0.23 3 LL 2.18 5.50 0.40 LL 6.47 12.80 0.51 LL 0.41 4 LL 2.54 7.98 0.32 MS -9.77 14.89 0.66 LS 0.26 5 LS 0.09 7.98 0.01 LS 0.02 14.89 0.00 LS 0.00 UNBRACE LENGTHS --------- - - - - -- RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 1.03 0.35 3 1.33 1.17 0.45 0.40 4 1.04 0.35 ----------- Ch- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 6 : DL +CL +SL /2 +AUX3 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Moment(f -k 0.02 0.00 Deflection(in) Calc Allow 0.09 -1.39 -0.32 -1.31 0.09 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Left -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 0.00 - - - -- -0.08 2 1.87 -2.34 -2.91 3 2.60 2.03 -1.68 -2.25 4 1.66 1.34 -0.95 5 0.05 3.95 0.00 STRENGTH /DEFLECTION: Moment(f -k 0.02 0.00 Deflection(in) Calc Allow 0.09 -1.39 -0.32 -1.31 0.09 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 UC - - -- 0.00 0.00 Allow 0.02 0.02 UC -8.95 9.61 5.10 12.80 12.80 5.99 -4.67 13.42 2.59 8.36 8.36 3.95 -4.10 14.98 RL 0.01 0.01 0.26 0.00 0.42 12.80 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 0.01 - -- - RS - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.07 2 RL -2.34 8.89 0.26 MS -8.95 12.80 0.70 RS 0.35 -1.12 3 LL 2.03 4.12 0.49 LL 5.99 9.60 0.62 LL 0.63 -0.54 4 LL 1.34 5.99 0.22 LS 4.43 11.17 0.40 LS 0.18 -0.45 Page 16 3/25/2008 RoofUes.out Page 17 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.2 0.0 3 25.0 2.9 3.5 4 23.6 2.9 3.5 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.4 RL RS 0.4 0.4 2.4 2.9 1.7 2.9 0.0 17.2 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - 2 0.95 Lap Lap - - - -- - - - -- - -- 0.43 3 1.23 0.75 0.56 0.34 4 0.67 0.30 -1.73 ----------- Cb LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 7 : DL +CL +SL /2+AUX4 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span - -- Id Loc 1 RS 2 RL 3 RL 4 LL 5 LS UNBRACE LEN( - -- Shear(k ) ------ Calc Allow UC -0.05 8.89 0.01 -1.40 8.89 0.16 -1.98 4.12 0.48 2.23 5.99 0.37 0.08 5.99 0.01 ;THS Loc RS RS RS MS LS RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- -0.05 2 1.00 -1.40 -1.73 3 2.30 1.73 -1.98 -2.55 4 2.80 2.23 -1.78 5 0.08 12.06 0.00 STRENGTH /DEFLECTION: Span - -- Id Loc 1 RS 2 RL 3 RL 4 LL 5 LS UNBRACE LEN( - -- Shear(k ) ------ Calc Allow UC -0.05 8.89 0.01 -1.40 8.89 0.16 -1.98 4.12 0.48 2.23 5.99 0.37 0.08 5.99 0.01 ;THS Loc RS RS RS MS LS RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 -------- - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -4.50 9.01 4.35 8.95 8.95 3.03 -4.70 11.86 5.41 12.06 12.06 4.68 -8.13 14.42 0.02 0.02 0.00 0.42 0.00 Moment(f -k ) ---- Calc Allow UC 0.01 12.80 0.00 5.04 12.80 0.39 5.66 9.60 0.59 -8.13 11.17 0.73 0.02 11.17 0.00 Mom +Shr Deflection(in) Loc UC Calc Allow LS 0.00 0.03 RS 0.17 -0.48 RL 0.55 -0.55 LS 0.39 -1.05 LS 0.00 0.07 Available Reduction Span -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 18.0 0.0 0.0 3.6 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 2.0 0.0 3.3 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.3 0.0 0.0 18.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 3/25/2008 RoofDes.out Page 18 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.67 Lap Lap - - - -- - - - -- 0.30 3 0.86 1.09 0.39 0.49 4 0.96 0.44 -2.79 LOAD COMBINATION # 8 : DL +CL +SL /2 +AUX1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - 1 0.00 Sup - - - -- - - -- -0.08 2 1.99 -2.22 -2.79 3 1.56 1.23 -0.89 -1.22 4 1.55 1.22 -1.07 5 0.05 5.60 0.00 STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k )-------------- - - - - Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - - - -- 0.00 Allow 0.00 0.00 Loc 0.02 0.02 1 -10.14 10.23 2.51 9.86 9.86 5.76 -1.07 14.04 2.50 5.60 5.60 1.54 -5.16 13.93 2 0.01 0.01 8.89 0.00 0.42 MS 0.00 Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 - - -- 0.01 - -- RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.08 2 RL -2.22 8.89 0.25 MS -10.14 12.80 0.79 RS 0.22 -1.40 3 LL 1.23 4.12 0.30 LL 5.76 9.08 0.63 LL 0.45 0.12 4 LL 1.22 5.99 0.20 MS -5.16 11.17 0.46 LS 0.09 -0.73 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.05 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 20.4 0.0 3 25.0 2.9 6.7 4 23.6 2.9 1.3 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 1.2 2.9 3.6 2.9 0.0 19.3 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.73 0.33 3 0.94 0.51 0.43 0.23 4 0.45 0.20 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 3/25/2008 RoolDes.out LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX2 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k ) -------------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 Lap -0.05 2 1.12 -1.28 -1.61 3 1.26 0.93 -1.19 -1.52 4 2.68 2.11 -1.89 5 0.08 -1.09 0.00 STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k ) -------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -5.64 10.09 1.77 6.01 6.01 2.80 -1.09 11.31 5.32 9.31 9.31 2.26 -9.23 13.82 0.02 0.02 0.00 0.42 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.05 2 RL -1.28 8.89 0.14 MS -5.64 12.80 0.44 RS 0.08 -0.77 3 RL -1.19 4.12 0.29 RL 5.32 9.24 0.58 RL 0.39 0.11 4 LL 2.11 5.99 0.35 MS -9.23 11.17 0.83 LS 0.25 -1.33 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.08 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 20.2 0.0 0.0 1.5 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.9 0.0 6.3 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 1.1 0.0 0.0 19.5 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.45 0.20 3 0.58 0.84 0.26 0.38 4 0.74 0.34 LOAD COMBINATION #10 : DL +CL +SL- 1.OAUX1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Page 19 -- - - - - -- Shear(k ) -- - - - - -- ------ - - - - -- Moment(f -k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- - - - -- 3/25 RoofDes.out 1 0.00 -0.05 0.00 0.00 0.00 0.01 2 0.99 -1.39 -1.72 0.01 -4.47 9.01 4.34 8.91 3 2.29 1.73 -1.97 -2.54 8.91 3.01 -4.69 11.86 5.39 12.03 4 2.79 2.22 -1.77 12.03 4.67 -8.10 14.42 0.02 5 0.08 0.00 0.02 0.00 0.42 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.03 2 RL -1.39 8.89 0.16 RS 5.02 12.80 0.39 RS 0.17 -0.48 3 RL -1.97 4.12 0.48 RS 5.65 9.60 0.59 RL 0.54 -0.55 4 LL 2.22 5.99 0.37 MS -8.10 11.17 0.73 LS 0.39 -1.05 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 18.0 0.0 3 25.0 2.9 2.0 4 23.6 2.9 2.3 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 3.6 2.9 3.2 2.9 0.0 18.3 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.66 0.30 3 0.85 1.09 0.39 0.49 4 0.96 0.44 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION #11 : DL +CL +SL- 1.OAUX2 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 -- ------ - - - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- -0.08 2 1.86 -2.33 -2.90 3 2.60 2.03 -1.67 -2.24 4 1.65 1.33 -0.95 5 0.05 8.32 0.00 STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 -- ------ - - - - -- Moment(f -k ) -------------- Mom +Shr Deflection(in) Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - Sup 0.00 0.00 0.00 - - -- - - - -- 0.02 0.02 -8.92 9.61 5.09 12.76 12.76 5.97 -4.66 13.42 2.57 8.32 8.32 3.94 -4.07 14.98 0.01 0.01 0.00 0.42 0.00 Page 20 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 0.01 - -- - - - - -- - - - -- - - -- RS 0.02 12.80 0.00 - -- - - -- LS 0.00 - - - - -- - - - -- 0.07 3/25/2008 RoofDes.out Page 21 2 RL -2.33 8.89 0.26 MS -8.92 12.80 0.70 RS 0.35 -1.12 3 LL 2.03 4.12 0.49 LL 5.97 9.60 0.62 LL 0.63 -0.54 4 LL 1.33 5.99 0.22 LS 4.42 11.17 0.40 LS 0.18 -0.45 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Minor---------- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.2 0.0 0.0 2.4 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.5 0.0 1.7 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 3.5 0.0 0.0 17.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.95 0.43 3 1.22 0.75 0.55 0.34 4 0.66 0.30 DEFLECTION: LOAD COMBINATION # 1 : DL +CL +LL Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.05 2 -0.76 1.97 0.39 3 -0.17 2.00 0.09 4 -0.72 1.89 0.38 5 0.05 LOAD COMBINATION # 2 : DL +CL +SL Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.08 2 -1.20 1.97 0.61 3 -0.27 2.00 0.14 4 -1.13 1.89 0.60 5 0.07 LOAD COMBINATION # 3 : ---------------- - - - - -- Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -0.01 2 0.17 1.97 3 0.03 2.00 4 0.16 1.89 DL +0.49WS1 Ratio 0.08 0.01 0.08 3/25/2008 5 -0.01 RoofDes.out LOAD COMBINATION # 4 : DL +CL +SL /2 +0.49WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.05 2 -0.83 1.97 0.42 3 -0.19 2.00 0.10 4 -0.79 1.89 0.42 5 0.05 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.08 2 -1.27 1.97 0.65 3 -0.29 2.00 0.15 4 -1.20 1.89 0.64 5 0.08 ------------------------------ - - - - -- U08M0072A Purlin Layout Report(Surface= 3) 3/24/08 11:44am SURFACE LAYOUT: Surface Surf No. Peak Id - - - - - -- Length - - - - - -- Row - -- Space 3 34.118 7 - - - -- 1.333 PURLIN LOCATION: Purlin Surf Purlin Load Dead Edge Show Id Offset Space Width Load Wind Report 1 1.333 1.333 3.708 1.51 1 2 6.083 4.750 4.750 1.18 - - - - -- 16.0 3 10.833 4.750 4.750 1.18 Y 4 15.583 4.750 4.750 1.18 25.00 5 20.333 4.750 4.750 1.18 4 6 25.083 4.750 4.625 1.21 893.0 7 29.583 4.500 4.517 1.24 Y Y 2.0 34.118 4.535 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. Unit Total Id - -- Id - - -- Size -- - - - - -- (ft) - - - -- Left Right - - - -- - - - -- Brace - - - Weight Weight 1 1OZ098 0.42 -- 0 - - - - -- 2.3 - - - - -- 16.0 1 2 10Z098 24.58 2.94 0 150.8 1055.7 2 3 10Z076 25.00 2.94 2.94 0 131.2 918.5 3 4 1OZ086 23.58 2.94 0 127.6 893.0 5 102086 0.42 0 2.0 14.0 Total(lb)= 413.9 2897.2 Page 22 SPECIAL LOADS: 3/25/2008 RoofDes.out Load Location Start End Load Type - - - - -- - - - - -- --------------- - - - -- 27.318 34.118 Edge Zone Wind U08M0072A Purlin Design Report(Surface= 3, Id= 3) 3/24/08 11:44am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT: ( Purlin Id= 3) Bay Span Purlin Id Id Size - -- - - -- -- - - - - -- 1 1OZ098 1 2 1OZ098 2 3 1OZ076 3 4 1OZ086 5 1OZ086 Span - - -La (ft) Left 0.42 24.58 25.00 2.94 23.58 2.94 0.42 7(ft) -- Load No. Right Width Brace 4.75 0 2.94 4.75 0 2.94 4.75 0 4.75 0 4.75 0 LOAD COMBINATION # 1 : DL +CL +LL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span - -- Id Loc 1 RS 2 RL 3 LL 4 LL 5 LS UNBRACE LEN( -- - Shear(k ) ------ Calc Allow UC -0.05 8.89 0.01 -1.46 8.89 0.16 1.19 4.12 0.29 1.39 5.99 0.23 0.05 5.99 0.01 3THS Loc RS MS LL MS LS -------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - 1 0.00 Sup - -- -0.05 2 1.20 -1.46 -1.82 3 1.55 1.19 -1.16 -1.52 4 1.75 1.39 -1.15 5 0.05 7.11 0.00 STRENGTH /DEFLECTION: Span - -- Id Loc 1 RS 2 RL 3 LL 4 LL 5 LS UNBRACE LEN( -- - Shear(k ) ------ Calc Allow UC -0.05 8.89 0.01 -1.46 8.89 0.16 1.19 4.12 0.29 1.39 5.99 0.23 0.05 5.99 0.01 3THS Loc RS MS LL MS LS -------- - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap Sup 0.00 0.00 0.00 - - - -- - - - -- 0.01 0.01 -5.87 9.79 2.76 7.57 7.57 3.54 -2.25 12.65 3.18 7.11 7.11 2.50 -5.34 14.24 0.01 0.01 0.00 0.42 0.00 - Moment(f -k ) - - -- Calm Allow UC 0.01 12.80 0.00 -5.87 12.80 0.46 3.54 9.60 0.37 -5.34 11.17 0.48 0.01 11.17 0.00 Mom +Shr Deflection(in) Loc UC Calc Allow LS 0.00 0.05 RS 0.12 -0.76 LL 0.22 -0.17 LS 0.14 -0.72 LS 0.00 0.05 Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In - - -- - - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 Page 23 3/25/2008 3 4 5 Roo 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.56 Lap Lap - - - -- - - - -- 0.25 3 0.73 0.64 0.33 0.29 4 0.57 0.26 -3.89 LOAD COMBINATION # 2 : DL +CL +1.42SL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: -- ------ -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Sup - - - -- -0.11 2 2.57 -3.12 -3.89 3 3.33 2.55 -2.47 -3.25 4 3.74 2.97 -2.46 5 0.11 15.22 0.00 STRENGTH /DEFLECTION: -- ------ - - - - -- Moment(f -k ) - -- - - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Loc 0.02 0.02 1 -12.57 9.79 5.92 16.21 16.21 7.57 -4.82 12.65 6.82 15.22 15.22 5.36 -11.44 14.24 2 0.02 0.02 8.89 0.00 0.41 MS 0.00 Span ---- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC - - Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.11 8.89 -- 0.01 - -- RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.10 2 RL -3.12 8.89 0.35 MS -12.57 12.80 0.98 RS 0.57 -1.63 3 LL 2.55 4.12 0.62 LL 7.57 9.60 0.79 LL 1.01 -0.37 4 LL 2.97 5.99 0.50 MS -11.44 11.17 1.02 LS 0.63 -1.54 5 LS 0.11 5.99 0.02 LS 0.02 11.17 0.00 LS 0.00 0.10 UNBRACE --------- LENGTHS - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.4 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 24 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 1.21 0.55 3/25 3 1.55 1.37 0.70 0.62 4 1.22 0.55 Roo LOAD COMBINATION # 3 : DL +1.3WS1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Span Left Id Sup 1 0.00 2 -0.98 3 -1.13 4 -1.29 5 -0.05 -- Shear(k )-- - - - - -- Left Right Right Lap Lap Sup 0.05 1.08 1.34 -0.87 0.84 1.11 -1.03 0.94 0.00 STRENGTH /DEFLECTION: Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Calc -0.01 -0.01 Loc 4.46 10.36 -2.02 -5.58 -5.58 -2.64 1.58 12.65 -2.39 -5.25 -5.25 -1.84 4.08 13.68 2 -0.01 -0.01 11.84 0.00 0.42 4.46 0.00 Span Lap_Shear(k ) Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.05 11.84 0.00 RS -0.01 17.06 0.00 LS 0.00 -0.04 2 RL 1.08 11.84 0.09 MS 4.46 11.94 0.37 RS 0.04 0.58 3 LL -0.87 5.50 0.16 LL -2.64 12.80 0.21 LL 0.07 0.11 4 LL -1.03 7.98 0.13 MS 4.08 10.42 0.39 LS 0.04 0.55 5 LS -0.05 7.98 0.01 LS -0.01 14.89 0.00 LS 0.00 -0.04 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span Lap_Shear(k ) --- - - - - -- Minor- Id - - -- - - ------------- Left - - -- Right - - - -- Cb ----------- 0.42 Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.0 0.4 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 0.0 19.6 19.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 0.0 0.0 11.9 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 0.0 0.0 18.7 18.7 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.0 0.0 0.4 0.0 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - - -- 2 0.42 0.14 3 0.53 0.47 0.18 0.16 4 0.42 0.14 LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Page 25 -- - - - - -- Shear(k ) -- - - - - -- -------------- Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right 3/25/2008 RoofDes.out Id - - -- Sup - - - -- Lap Lap Sup - - - -- - - - -- - - - -- Sup - - - -- Lap Mom - - - -- - - - -- Loc - - - -- Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 - - - -- - - - -- 0.01 2 1.69 -2.05 -2.56 0.01 -8.26 9.79 3.89 10.65 3 2.18 1.68 -1.63 -2.13 10.65 4.98 -3.17 12.65 4.48 10.00 4 2.46 1.95 -1.61 10.00 3.52 -7.52 14.24 0.01 5 0.07 0.00 0.01 0.00 0.42 0.00 STRENGTH /DEFLECTION: Span Lap_Shear(k ) Shear(k ) - -- Ratio ---- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 11.84 0.01 RS 0.01 17.06 0.00 LS 0.00 0.07 2 RL -2.05 11.84 0.17 MS -8.26 17.06 0.48 RS 0.14 -1.07 3 LL 1.68 5.50 0.31 LL 4.98 12.80 0.39 LL 0.24 -0.24 4 LL 1.95 7.98 0.24 MS -7.52 14.89 0.50 LS 0.15 -1.01 5 LS 0.07 7.98 0.01 LS 0.01 14.89 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) 4inor- MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right 2 0.79 Lap Lap - - - -- - - - -- - - - -- 0.27 3 1.02 0.90 0.35 0.31 4 0.80 0.27 -3.32 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 -------- - - - - -- Moment(f -k Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Left -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 0.00 -0.09 2 2.20 -2.66 -3.32 3 2.84 2.18 -2.11 -2.77 4 3.20 2.54 -2.10 5 0.09 4.57 0.00 STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 -------- - - - - -- Moment(f -k Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom - - - -- Loc - - - -- Lap - - - -- Sup 0.00 0.00 0.00 - - - -- 0.02 0.02 -10.73 9.79 5.05 13.84 13.84 6.47 -4.12 12.65 5.82 12.99 12.99 4.57 -9.77 14.24 0.02 0.02 0.00 0.42 0.00 Pag Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3/25/2008 RootDes.out - - -- 1 - -- RS - - - - -- -0.09 - - - -- 11.84 - - -- 0.01 - -- RS - - - - -- 0.02 - - - -- 17.06 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.09 2 RL -2.66 11.84 0.22 MS -10.73 17.06 0.63 RS 0.23 -1.39 3 LL 2.18 5.50 0.40 LL 6.47 12.80 0.51 LL 0.41 -0.32 4 LL 2.54 7.98 0.32 MS -9.77 14.89 0.66 LS 0.26 -1.31 5 LS 0.09 7.98 0.01 LS 0.02 14.89 0.00 LS 0.00 0.09 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 1.03 0.35 3 1.33 1.17 0.45 0.40 4 1.04 0.35 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 6 : DL +CL +SL /2 +AUX3 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.70 -------------- --- ----- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 -0.08 2 1.87 -2.34 -2.91 3 2.60 2.03 -1.68 -2.25 4 1.66 1.34 -0.95 5 0.05 3.95 0.00 STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.70 -------------- Moment(f -k ) -------- - - - -- - - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 UC 0.02 0.02 RS -8.95 9.61 5.10 12.80 12.80 5.99 -4.67 13.42 2.59 8.36 8.36 3.95 -4.10 14.98 RL 0.01 0.01 0.26 0.00 0.42 -8.95 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow - - - -- UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 - - -- 0.01 - -- RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.07 2 RL -2.34 8.89 0.26 MS -8.95 12.80 0.70 RS 0.35 -1.12 3 LL 2.03 4.12 0.49 LL 5.99 9.60 0.62 LL 0.63 -0.54 4 LL 1.34 5.99 0.22 LS 4.43 11.17 0.40 LS 0.18 -0.45 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------- - - - - -- Page 27 Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3/25/2008 RootDes.out - - -- 1 - - - -- 0.4 - - -- 0.4 - - -- 0.4 - - -- 0.4 - - -- 0.4 - - -- 0.4 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 0.70 2 24.6 19.2 0.0 0.0 2.4 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.5 0.0 1.7 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 3.5 0.0 0.0 17.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - - -- 2 0.95 Lap Lap - - - -- - - - -- 0.43 3 1.23 0.75 0.56 0.34 4 0.67 0.30 -1.73 LOAD COMBINATION # 7 : DL +CL +SL /2 +AUX4 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Moment(f -k Left -- - - - - -- Shear(k ) - -- Right Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 0.00 -0.05 2 1.00 -1.40 -1.73 3 2.30 1.73 -1.98 -2.55 4 2.80 2.23 -1.78 5 0.08 4.68 0.00 STRENGTH /DEFLECTION: Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Calc 0.01 0.01 Loc -4.50 9.01 4.35 8.95 8.95 3.03 -4.70 11.86 5.41 12.06 12.06 4.68 -8.13 14.42 2 0.02 0.02 8.89 0.00 0.42 5.04 0.00 Span - - - - -- Shear(k ) - -- --- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.03 2 RL -1.40 8.89 0.16 RS 5.04 12.80 0.39 RS 0.17 -0.48 3 RL -1.98 4.12 0.48 RS 5.66 9.60 0.59 RL 0.55 -0.55 4 LL 2.23 5.99 0.37 MS -8.13 11.17 0.73 LS 0.39 -1.05 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 18.0 0.0 3 25.0 2.9 2.0 4 23.6 2.9 2.3 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.4 RL RS 0.4 0.4 3.6 2.9 3.3 2.9 0.0 18.3 0.4 0.4 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.001.00 1.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 Page 28 Span Lap Shear(k ) Shear Ratio 3/25/2008 Id Left Right - - -- - - - -- - - - -- 2 0.67 3 0.86 1.09 4 0.96 Left Right 0.30 0.39 0.49 0.44 RoofDes.out LOAD COMBINATION # 8 : DL +CL +SL /2 +AUXI -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 0.00 -0.08 2 1.99 -2.22 -2.79 3 1.56 1.23 -0.89 -1.22 4 1.55 1.22 -1.07 5 0.05 1.54 0.00 STRENGTH /DEFLECTION: Span - - - - -- Moment(f -k )-------------- - - - -- - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Loc 0.02 0.02 1 -10.14 10.23 2.51 9.86 9.86 5.76 -1.07 14.04 2.50 5.60 5.60 1.54 -5.16 13.93 2 0.01 0.01 8.89 0.00 0.42 MS 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 0.01 RS 0.02 12.80 0.00 LS 0.00 0.08 2 RL -2.22 8.89 0.25 MS -10.14 12.80 0.79 RS 0.22 -1.40 3 LL 1.23 4.12 0.30 LL 5.76 9.08 0.63 LL 0.45 0.12 4 LL 1.22 5.99 0.20 MS -5.16 11.17 0.46 LS 0.09 -0.73 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.05 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 0.4 0.4 0.4 2 24.6 20.4 0.0 3 25.0 2.9 6.7 4 23.6 2.9 1.3 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 1.2 2.9 3.6 2.9 0.0 19.3 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.73 0.33 3 0.94 0.51 0.43 0.23 4 0.45 0.20 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX2 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 29 PURLIN ANALYSIS: 3/25/2008 RoofDes.out Page 30 STRENGTH /DEFLECTION: - ------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 0.00 -0.05 2 1.12 -1.28 -1.61 3 1.26 0.93 -1.19 -1.52 4 2.68 2.11 -1.89 5 0.08 2.26 0.00 STRENGTH /DEFLECTION: - ------- - - - - -- Moment(f -k )-------------- Shear Ratio Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - - - -- 0.00 0.38 0.00 0.00 0.74 0.01 0.01 3 -5.64 10.09 1.77 6.01 6.01 2.80 -1.09 11.31 5.32 9.31 9.31 2.26 -9.23 13.82 0.02 0.02 0.00 0.42 0.00 Span Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.05 2 RL -1.28 8.89 0.14 MS -5.64 12.80 0.44 RS 0.08 -0.77 3 RL -1.19 4.12 0.29 RL 5.32 9.24 0.58 RL 0.39 0.11 4 LL 2.11 5.99 0.35 MS -9.23 11.17 0.83 LS 0.25 -1.33 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.08 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 20.2 0.0 0.0 1.5 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.9 0.0 6.3 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 1.1 0.0 0.0 19.5 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 0.45 1 0.20 3 0.58 0.84 0.26 0.38 4 0.74 0.34 -1.72 LOAD COMBINATION #10 : DL +CL +SL- 1.OAUX1 PURLIN ANALYSIS: - - -- Shear(k Span Left Left Right Right Id - - -- Sup - - - -- Lap - - - -- Lap - - - Sup 1 0.00 Lap - - - -- -- - - - -- -0.05 2 0.99 -1.39 -1.72 3 2.29 1.73 -1.97 -2.54 4 2.79 2.22 12.03 -1.77 5 0.08 0.02 0.00 --- ----- - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup 0.00 0.00 0.00 - - - -- 0.01 0.01 -4.47 9.01 4.34 8.91 8.91 3.01 -4.69 11.86 5.39 12.03 12.03 4.67 -8.10 14.42 0.02 0.02 0.00 0.42 0.00 STRENGTH /DEFLECTION: 3/25/2008 RoofDes.out Page 31 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.03 2 RL -1.39 8.89 0.16 RS 5.02 12.80 0.39 RS 0.17 -0.48 3 RL -1.97 4.12 0.48 RS 5.65 9.60 0.59 RL 0.54 -0.55 4 LL 2.22 5.99 0.37 MS -8.10 11.17 0.73 LS 0.39 -1.05 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span Id Major 1 0.4 2 24.6 3 25.0 4 23.6 5 0.4 LS 0.4 18.0 2.9 2.9 0.4 LL 0.4 0.0 2.0 2.3 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor--------- - MS RL RS 0.4 0.4 0.4 0.0 3.6 2.9 0.0 3.2 2.9 0.0 0.0 18.3 0.0 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - - -- 2 0.66 Lap Lap - - - -- - - - -- 0.30 3 0.85 1.09 0.39 0.49 4 0.96 0.44 -2.90 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION #11 : DL +CL +SL- 1.OAUX2 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 0.00 -0.08 2 1.86 -2.33 -2.90 3 2.60 2.03 -1.67 -2.24 4 1.65 1.33 -0.95 5 0.05 3.94 0.00 STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 -------- - - - - -- Moment(f -k )-------------- - -- Shear(k ) - - - - -- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - - - -- 0.00 Calc 0.00 0.00 UC 0.02 0.02 Calc Allow -8.92 9.61 5.09 12.76 12.76 5.97 -4.66 13.42 2.57 8.32 8.32 3.94 -4.07 14.98 - - - - -- - - - -- 0.07 0.01 0.01 -2.33 0.00 0.42 0.26 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 - - - -- 8.89 - - -- 0.01 - -- RS - - - - -- 0.02 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.07 2 RL -2.33 8.89 0.26 MS -8.92 12.80 0.70 RS 0.35 -1.12 3 LL 2.03 4.12 0.49 LL 5.97 9.60 0.62 LL 0.63 -0.54 4 LL 1.33 5.99 0.22 LS 4.42 11.17 0.40 LS 0.18 -0.45 5 LS 0.05 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------- - - - - -- Available 3/25/2008 Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.2 0.0 3 25.0 2.9 3.5 4 23.6 2.9 3.5 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.4 2.9 1.7 2.9 0.0 17.2 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.95 0.43 3 1.22 0.75 0.55 0.34 4 0.66 0.30 DEFLECTION: ------------------------ - - - - -- Rooflles.out ----------- Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 1 : DL +CL +LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.05 2 -0.76 1.97 0.39 3 -0.17 2.00 0.09 4 -0.72 1.89 0.38 5 0.05 LOAD COMBINATION # 2 : DL +CL +SL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.08 2 -1.20 1.97 0.61 3 -0.27 2.00 0.14 4 -1.13 1.89 0.60 5 0.07 LOAD COMBINATION # 3 : DL +0.49WS1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 -0.01 2 0.17 1.97 0.08 3 0.03 2.00 0.01 4 0.16 1.89 0.08 5 -0.01 Reductior, Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Pag LOAD COMBINATION # 4 : DL +CL +SL /2 +0.49WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 3/25/2008 RoofDes.out 1 0.05 2 -0.83 1.97 0.42 3 -0.19 2.00 0.10 4 -0.79 1.89 0.42 5 0.05 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.08 2 -1.27 1.97 0.65 3 -0.29 2.00 0.15 4 -1.20 1.89 0.64 5 0.08 U08M0072A Purlin Design Report(Surface= 3, Id= 7) 3/24/08 11:44am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 6.80) ------------------------ - - - - -- PURLIN LAYOUT: (Purlin Id= 7) Bay Span Purlin Id Id Size - -- - - -- -- - - - - -- 1 1OZ098 1 2 1OZ098 2 3 1OZ076 3 4 1OZ086 5 1OZ086 Span - -- Lap(ft) -- Load No. (ft) - - - -- Left Right - Width Brace 0.42 - - -- - - - -- - - - -- 4.52 - - - -- 0 24.58 2.94 4.52 0 25.00 2.94 2.94 4.52 0 23.58 2.94 4.52 0 0.42 1.66 4.52 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------------- -------- Shear(k ) - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 Sup - -0.05 2 1.14 -1.38 -1.73 3 1.48 1.13 -1.10 -1.44 4 1.66 1.32 -1.09 5 0.05 6.76 0.00 STRENGTH /DEFLECTION: -------------- - - - - -- Shear(k ) - - - - -- Moment(f -k )-------------- Mom +Shr Deflection(in) Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup - 0.00 RL -1.38 8.89 0.16 0.00 0.00 RS 0.11 - - -- 0.01 0.01 -5.58 9.79 2.63 7.20 7.20 3.36 -2.14 12.65 3.03 6.76 6.76 2.38 -5.08 14.24 0.01 0.01 0.00 0.41 0.00 Page 33 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 8.89 0.01 RS 0.01 12.80 0.00 LS 0.00 0.05 2 RL -1.38 8.89 0.16 MS -5.58 12.80 0.44 RS 0.11 -0.72 3/25/2008 RoofDes.out Page 34 3 LL 1.13 4.12 0.27 LL 4 LL 1.32 5.99 0.22 MS 5 LS 0.05 5.99 0.01 LS UNBRACE LENGTHS --------- - - - - -- 3.36 9.60 0.35 LL 0.20 -5.08 11.17 0.45 LS 0.12 0.01 11.17 0.00 LS 0.00 Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 -0.17 -0.68 0.05 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Span Lap Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right 2 0.54 Lap Lap - - - -- 0.24 3 0.69 0.61 0.31 0.28 4 0.54 0.24 -3.70 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 2 : DL +CL +1.42SL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Id Loc Calc Allow UC - - -- - -- - - - - -- - - - -- - - -- 1 RS -0.10 8.89 0.01 2 RL -2.96 8.89 0.33 3 LL 2.43 4.12 0.59 4 LL 2.83 5.99 0.47 5 LS 0.10 5.99 0.02 UNBRACE LENGTHS --------- - - - - -- - ------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup -0.10 2 2.45 -2.96 -3.70 3 3.16 2.43 -2.35 -3.09 4 3.56 2.83 -2.33 5 0.10 14.47 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Id Loc Calc Allow UC - - -- - -- - - - - -- - - - -- - - -- 1 RS -0.10 8.89 0.01 2 RL -2.96 8.89 0.33 3 LL 2.43 4.12 0.59 4 LL 2.83 5.99 0.47 5 LS 0.10 5.99 0.02 UNBRACE LENGTHS --------- - - - - -- - ------- - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.02 0.02 -11.95 9.79 5.63 15.41 15.41 7.20 -4.59 12.65 6.48 14.47 14.47 5.09 -10.88 14.24 0.02 0.02 0.00 0.42 0.00 - - - -- Moment(f -k ) - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - - -- RS 0.02 12.80 0.00 MS -11.95 12.80 0.93 LL 7.20 9.60 0.75 MS -10.88 11.17 0.97 LS 0.02 11.17 0.00 Mom +Shr Deflection(in) Loc UC Calc Allow - -- - - -- - - - - -- - - - -- LS 0.00 0.10 RS 0.51 -1.55 LL 0.91 -0.35 LS 0.57 -1.46 LS 0.00 0.10 Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.6 0.0 0.0 2.1 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3/25/2008 3 4 5 RoofDes.out 25.0 2.9 3.7 0.0 3.4 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 23.6 2.9 2.0 0.0 0.0 18.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 1.15 Calc - - - - -- 0.52 3 1.48 1.31 0.67 0.59 4 1.16 0.52 Calc Allow LOAD COMBINATION 4 3 : DL +1.3WS1 PURLIN ANALYSIS: Span Left Id Sup 1 0.00 2 -1.01 3 -1.30 4 -1.47 5 -0.04 -- Shear(k )-- - - - - -- Left Right Right Lap Lap Sup 0.04 1.22 1.52 -1.00 0.97 1.27 -1.16 0.96 0.00 STRENGTH /DEFLECTION: Left Left Sup Lap 0.00 -0.01 -6.35 -2.97 -5.96 -2.10 -0.01 Moment(f -k ) MidSpan Mom Loc 0.00 0.00 4.92 9.79 1.89 12.65 4.48 14.24 0.00 0.41 Right Right Lap Sup -0.01 -2.32 -6.35 -2.67 -5.96 -0.01 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 - - - -- 11.84 - - -- 0.00 - -- RS - - - - -- -0.01 - - - -- 17.06 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- -0.04 2 RL 1.22 11.84 0.10 MS 4.92 11.94 0.41 RS 0.05 0.64 3 LL -1.00 5.50 0.18 LL -2.97 12.80 0.23 LL 0.09 0.15 4 LL -1.16 7.98 0.15 MS 4.48 10.42 0.43 LS 0.05 0.60 5 LS -0.04 7.98 0.01 LS -0.01 14.89 0.00 LS 0.00 -0.04 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.0 0.4 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 0.0 19.6 19.6 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 0.0 0.0 12.1 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 0.0 0.0 18.7 18.7 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.0 0.0 0.0 0.0 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Page 35 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.47 0.16 3/25/2008 3 0.61 0.54 4 0.48 0.21 0.18 0.16 Roo LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 PURLIN ANALYSIS: -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup -0.07 2 1.61 -1.95 -2.43 3 2.08 1.60 -1.55 -2.03 4 2.34 1.86 -1.53 5 0.07 9.51 0.00 -------- - - - - -- Moment(f -k )-------------- - - - -- - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Loc 0.01 0.01 1 -7.85 9.79 3.70 10.13 10.13 4.73 -3.01 12.65 4.26 9.51 9.51 3.35 -7.15 14.24 2 0.01 0.01 11.84 0.00 0.41 MS 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS - - - - -- -0.07 - - - -- 11.84 - - -- 0.01 - -- RS - - - - -- 0.01 - - - -- 17.06 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.06 2 RL -1.95 11.84 0.16 MS -7.85 17.06 0.46 RS 0.12 -1.02 3 LL 1.60 5.50 0.29 LL 4.73 12.80 0.37 LL 0.22 -0.23 4 LL 1.86 7.98 0.23 MS -7.15 14.89 0.48 LS 0.14 -0.96 5 LS 0.07 7.98 0.01 LS 0.01 14.89 0.00 LS 0.00 0.06 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.4 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.75 0.26 3 0.97 0.86 0.33 0.29 4 0.76 0.26 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Page 36 -- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) --- - - - - -- Span Left Left Right Right Left Left MidSpan Right Right 3/25/2008 RoofDes.out Page 37 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.09 -2.53 -3.16 0.02 -10.20 9.79 4.80 13.16 3 2.70 2.07 -2.01 -2.64 13.16 6.15 -3.92 12.65 5.53 12.36 4 3.04 2.41 -1.99 12.36 4.35 -9.29 14.24 0.02 5 0.09 0.00 0.02 0.00 0.42 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.09 11.84 0.01 RS 0.02 17.06 0.00 LS 0.00 0.08 2 RL -2.53 11.84 0.21 MS -10.20 17.06 0.60 RS 0.21 -1.32 3 LL 2.07 5.50 0.38 LL 6.15 12.80 0.48 LL 0.37 -0.30 4 LL 2.41 7.98 0.30 MS -9.29 14.89 0.62 LS 0.23 -1.25 5 LS 0.09 7.98 0.01 LS 0.02 14.89 0.00 LS 0.00 0.08 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.6 0.0 3 25.0 2.9 3.7 4 23.6 2.9 2.0 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.0 RL RS 0.4 0.4 2.1 2.9 3.4 2.9 0.0 18.7 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right 2 0.98 Sup - - - -- 0.33 3 1.26 1.12 0.43 0.38 4 0.99 0.34 3 -------- - - -Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION 4 6 : DL +CL +SL /2 +AUX3 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 -- ------ -- - - - - - - Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 Lap - - - - - - -- -0.08 2 1.77 -2.22 -2.76 3 2.48 1.93 -1.60 -2.14 4 1.58 1.27 -0.91 5 0.04 7.95 0.00 STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 -- ------ - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - Sup 0.00 0.00 0.00 -- - - - -- 0.02 0.02 -8.51 9.61 4.85 12.17 12.17 5.69 -4.44 13.42 2.46 7.95 7.95 3.76 -3.89 14.98 0.01 0.01 0.00 0.42 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3/25/2008 RooIDes.out Page 38 1 RS -0.08 8.89 0.01 RS 0.02 12.80 0.00 LS 0.00 0.07 2 RL -2.22 8.89 0.25 MS -8.51 12.80 0.67 RS 0.32 -1.07 3 LL 1.93 4.12 0.47 LL 5.69 9.60 0.59 LL 0.57 -0.51 4 LL 1.27 5.99 0.21 LS 4.22 11.17 0.38 LS 0.16 -0.43 5 LS 0.04 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --------- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 19.2 0.0 3 25.0 2.9 3.5 4 23.6 2.9 3.5 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 RL 0.4 2.4 1.7 0.0 0.4 Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 0.91 Lap Lap 0.41 3 1.17 0.72 0.53 0.32 4 0.63 0.29 -1.64 - - -- - - - - -- Cb- RS LS LL MS 0.4 1.00 1.00 1.00 2.9 1.00 1.00 1.00 2.9 1.00 1.67 1.00 17.2 1.00 1.67 1.00 0.4 1.00 1.00 1.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 LOAD COMBINATION # 7 : DL +CL +SL /2 +AUX4 PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Calc -0.04 2 0.95 -1.33 -1.64 3 2.19 1.65 -1.88 -2.43 4 2.66 2.12 -1.69 5 0.08 - - -- 0.00 0.00 STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k )-------------- - -- Shear(k ) - - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 Calc 0.01 0.01 -4.28 9.01 4.14 8.51 8.51 2.88 -4.47 11.86 5.14 11.47 11.47 4.45 -7.73 14.42 - - - - -- 0.01 0.02 0.02 0.00 0.41 - - -- 0.00 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc - -- Calc - - - - -- Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 - - - -- 8.89 - - -- 0.00 - -- RS - - - - -- 0.01 - - - -- 12.80 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- - - - -- 0.03 2 RL -1.33 8.89 0.15 RS 4.79 12.80 0.37 RS 0.15 -0.46 3 RL -1.88 4.12 0.46 RS 5.38 9.60 0.56 RL 0.50 -0.53 4 LL 2.12 5.99 0.35 MS -7.73 11.17 0.69 LS 0.35 -1.00 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UN - '.ACE LENGTHS Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3/25/2008 Roo 1 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 18.0 0.0 0.0 3.6 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 2.0 0.0 3.3 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.3 0.0 0.0 18.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - - -- 2 0.63 Lap Lap - - - -- - - - -- 0.29 3 0.82 1.04 0.37 0.47 4 0.92 0.41 -2.65 LOAD COMBINATION # 8 : DL +CL +SL /2 +AUX1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup 1 0.00 0.00 - - - -- -0.08 2 1.89 -2.11 -2.65 3 1.48 1.17 -0.85 -1.16 4 1.47 1.16 -1.02 5 0.04 1.46 0.00 STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k )-------------- -- Shear(k ) - - - - -- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - Sup 0.00 Calc 0.00 0.00 - -- - - - -- 0.02 0.02 Calc Allow -9.64 10.23 2.39 9.38 9.38 5.48 -1.02 14.04 2.38 5.32 5.32 1.46 -4.91 13.93 0.08 0.01 0.01 -2.11 0.00 0.42 0.24 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 8.89 0.01 RS 0.02 12.80 0.00 LS 0.00 0.08 2 RL -2.11 8.89 0.24 MS -9.64 12.80 0.75 RS 0.20 -1.34 3 LL 1.17 4.12 0.28 LL 5.48 9.08 0.60 LL 0.41 0.12 4 LL 1.16 5.99 0.19 MS -4.91 11.17 0.44 LS 0.08 -0.70 5 LS 0.04 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.4 0.4 2 24.6 20.4 3 25.0 2.9 4 23.6 2.9 5 0.4 0.4 LL 0.4 0.0 6.7 1.3 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.4 0.0 0.0 0.0 0.0 -- - - - - -- ----------- Cb----------- Factor RL RS LS LL MS RL RS Out In 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 1.2 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3.6 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 0.0 19.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 Page 39 Span Lap Shear(k ) Shear Ratio 3/25/2008 Id Left Right - - -- - - - -- - - - -- 2 0.70 3 0.90 0.48 4 0.43 Left Right 0.32 0.41 0.22 0.19 RoofDes.out LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX2 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - 1 0.00 0.00 - - -- -0.04 2 1.06 -1.22 -1.53 3 1.19 0.88 -1.13 -1.44 4 2.55 2.01 -1.80 5 0.08 2.15 0.00 STRENGTH /DEFLECTION: -------- - - - - -- Moment(f -k ) - - - -- - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Loc 0.01 0.01 1 -5.36 10.09 1.68 5.72 5.72 2.67 -1.03 11.31 5.06 8.85 8.85 2.15 -8.78 13.82 2 0.02 0.02 8.89 0.00 0.41 MS 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 8.89 0.00 RS 0.01 12.80 0.00 LS 0.00 0.04 2 RL -1.22 8.89 0.14 MS -5.36 12.80 0.42 RS 0.07 -0.73 3 RL -1.13 4.12 0.28 RL 5.06 9.24 0.55 RL 0.35 0.10 4 LL 2.01 5.99 0.34 MS -8.78 11.17 0.79 LS 0.23 -1.27 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.08 UNBRACE LENGTHS --------- - - - - -- Available Reduction Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 0.4 0.4 0.4 2 24.6 20.2 0.0 3 25.0 2.9 3.9 4 23.6 2.9 1.1 5 0.4 0.4 0.4 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.4 RL RS 0.4 0.4 1.5 2.9 6.3 2.9 0.0 19.5 0.4 0.4 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.43 0.19 3 0.55 0.80 0.25 0.36 4 0.71 0.32 ------- - - - -Cb - - -- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION #10 : DL +CL +SL- 1.OAUX1 -------------------------------------------- - - - - -- Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 Page 40 PURLIN ANALYSIS: 3/25/2008 RoofDes.out Page 41 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 8.89 0.00 RS 0.01 12.80 0.00 LS 0.00 0.03 2 RL -1.33 8.89 0.15 RS 4.77 12.80 0.37 RS 0.15 -0.46 3 RL -1.88 4.12 0.46 RS 5.37 9.60 0.56 RL 0.49 -0.53 4 LL 2.11 5.99 0.35 MS -7.70 11.17 0.69 LS 0.35 -1.00 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------------- Available Reduction Span -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 18.0 0.0 0.0 3.6 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 2.0 0.0 3.2 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.3 0.0 0.0 18.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span -- - - - - -- Shear(k ) - - - - - -- -- - - - - -- Moment(f -k )-------------- Right - - - -- 2 Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.04 -0.04 0.00 0.00 0.00 0.01 0.01 2 0.95 -1.33 -1.63 0.01 -4.25 9.01 4.13 8.48 3 2.18 1.64 -1.88 -2.42 8.48 2.86 -4.46 11.86 5.13 11.44 4 2.65 2.11 -1.69 11.44 4.44 -7.70 14.42 0.02 5 0.08 0.00 0.02 0.00 0.42 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 8.89 0.00 RS 0.01 12.80 0.00 LS 0.00 0.03 2 RL -1.33 8.89 0.15 RS 4.77 12.80 0.37 RS 0.15 -0.46 3 RL -1.88 4.12 0.46 RS 5.37 9.60 0.56 RL 0.49 -0.53 4 LL 2.11 5.99 0.35 MS -7.70 11.17 0.69 LS 0.35 -1.00 5 LS 0.08 5.99 0.01 LS 0.02 11.17 0.00 LS 0.00 0.07 UNBRACE LENGTHS --------------- Available Reduction Span -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 18.0 0.0 0.0 3.6 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 2.0 0.0 3.2 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 2.3 0.0 0.0 18.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right - - - -- 2 0.63 Lap Lap - - - -- - - - -- 0.29 3 0.81 1.03 0.37 0.47 4 0.91 0.41 -2.75 LOAD COMBINATION #11 : DL +CL +SL- 1.OAUX2 PURLIN ANALYSIS: -------- -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap Lap - - - -- - - - -- Sup - - - -- 1 0.00 0.00 -0.08 2 1.77 -2.21 -2.75 3 2.47 1.93 -1.59 -2.13 4 1.57 1.26 -0.90 5 0.04 3.75 0.00 -------- - - - - -- Moment(f -k )-------------- Left Left MidSpan Right Right Sup - - - -- Lap - - - -- Mom Loc - - - -- - - - -- Lap - - - -- Sup 0.00 0.00 0.00 - - - -- 0.02 0.02 -8.49 9.61 4.84 12.14 12.14 5.68 -4.43 13.42 2.45 7.91 7.91 3.75 -3.87 14.98 0.01 0.01 0.00 0.42 0.00 STRENGTH /DEFLECTION: 3/25/2008 RoofDes.out Page 42 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow -- - - -- - - - - -- - - - -- 1 RS -0.08 8.89 0.01 RS 0.02 12.80 0.00 LS 0.00 0.07 2 RL -2.21 8.89 0.25 MS -8.49 12.80 0.66 RS 0.32 -1.06 3 LL 1.93 4.12 0.47 LL 5.68 9.60 0.59 LL 0.57 -0.51 4 LL 1.26 5.99 0.21 LS 4.20 11.17 0.38 LS 0.16 -0.43 5 LS 0.04 5.99 0.01 LS 0.01 11.17 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------------- Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.4 0.4 0.4 0.4 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 24.6 19.2 0.0 0.0 2.4 2.9 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 25.0 2.9 3.5 0.0 1.7 2.9 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 23.6 2.9 3.5 0.0 0.0 17.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 0.4 0.4 0.4 0.0 0.4 0.4 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id - - -- Left Right - - - -- - - - -- Left - - -- Right 2 0.90 - - - -- 0.41 3 1.16 0.71 0.53 0.32 4 0.63 0.29 DEFLECTION: LOAD COMBINATION # 1 : DL +CL +LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.05 2 -0.72 1.97 0.37 3 -0.17 2.00 0.08 4 -0.68 1.89 0.36 5 0.05 LOAD COMBINATION # 2 : DL +CL +SL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 0.07 2 -1.14 1.97 0.58 3 -0.26 2.00 0.13 4 -1.08 1.89 0.57 5 0.07 LOAD COMBINATION # 3 : DL +0.49WS1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 3/25/2008 RoofDes.out Page 43 - - -- - - - - -- - - - -- - - - -- 1 -0.01 2 0.19 1.97 0.10 3 0.04 2.00 0.02 4 0.18 1.89 0.09 5 -0.01 LOAD COMBINATION # 4 : DL +CL +SL /2 +0.49WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.05 2 -0.79 1.97 0.40 3 -0.18 2.00 0.09 4 -0.75 1.89 0.40 5 0.05 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.08 2 -1.21 1.97 0.61 3 -0.28 2.00 0.14 4 -1.14 1.89 0.61 5 0.08 U08M0072A In -Plane Roof Force 3/24/08 11:44am Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plate of the purlin flange P1 (k )= Force in plane of roof per anti -roll clip PURLIN ROLL FORCES: Surf Load Line - - Roof_Load -- Id - - -- Id - - -- Id Win Wout P1 2 2 - - -- 1 - - - - -- 19.27 - - - - -- 1.61 - - - - -- 0.11 2 2 2 51.82 4.32 0.00 2 2 3 50.21 4.18 0.21 2 2 4 18.42 1.53 0.14 3 2 1 19.27 -1.61 0.11 3 2 2 51.82 -4.32 0.00 3 2 3 50.21 -4.18 0.21 3 2 4 18.42 -1.53 0.14 CHECK ON PURLIN CLIP: - -- Stand, Surf Line Id Id Row Type - - -- - - -- - -- ----- 2 L_EW 7 Weld 2 RF 7 Weld 2 R_EW 7 Weld 3 L_EW 7 Weld 3 RF 7 Weld 3 R_EW 7 Weld ard_Purlin_Connection--- -- Force /Purlin -- Thick Calc Allow UC - - - - -- - - - -- - - - -- - - -- 0.225 0.11 0.20 0.53 0.225 0.45 0.20 2.29 0.225 0.14 0.20 0.70 0.225 0.11 0.20 0.53 0.225 0.45 0.20 2.29 0.225 0.14 0.20 0.70 -- Required - Anti - Roll - Connection-- Force /Connection No. Type Thick Calc Allow UC - -- - - - - -- - - - -- - - - -- - - - -- - - -- 1 Gusset 0.225 0.21 0.84 0.26 1 Gusset 0.225 0.21 0.84 0.26 Type Description - - - - -- ----------------- - - - - -- 3/25/2008 RoofDes.out Clip Bolted clip Weld Welded clip Gusset Welded clip with gusset Bolt Direct bolt /short welded clip Strap Bolted strap PANEL SHEAR /PURLIN ANTI ROLL LOCATION: Surf Line Panel _Shear DS_AROLL No. Id Id Calc Allow Id Purlin Purlin Location 2 L_EW 22.0 109.0 2 RF 6.7 109.0 @102 1 7 2 R_EW 28.8 109.0 3 L EW 22.0 109.0 3 RF 6.7 109.0 @102 1 1 3 R_EW 28.8 109.0 ------------------------ U08M0072A Purlin Design Report(Extension= 1) 3/24/08 11:44am ------------------------------ EAVE EXTENSION TOP PURLIN EXTENSION ID # 1, WALL # 2 (Extension Width= 4.00) ------------------------ - - - - -- PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- Load No. No. Unit Total Id Id Size (ft) Left Right Width Brace Row Weight Weight 1 1 1OZ086 24.54 1.34 0 2 118.0 236.1 2 2 1OZ076 24.08 1.34 0 2 102.4 204.7 3 3 1OZ076 23.54 1.34 0 2 100.1 200.1 Total(lb)= 640.9 Purlin DL= 3.32 (psf ) LOAD COMBINATION # 1 : DL +LL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Page 44 Span -- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Deflection(in) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.38 -0.38 0.00 -2.30 12.27 0.00 2 0.37 -0.37 0.00 -2.22 12.04 0.00 3 0.36 -0.36 0.00 -2.12 11.77 0.00 STRENGTH /DEFLECTION: Page 44 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc Allow UC - -- - - - - -- - - - -- - - -- Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.38 5.99 0.06 - -- - - - - -- - - - -- - - -- MS -2.30 11.17 0.21 - -- - - -- LS 0.00 - - - - -- - - - -- -0.42 3/25/2008 RoofDes.out Page 45 2 LS 0.37 4.12 0.09 MS -2.22 9.60 0.23 LS 0.00 -0.44 3 RS -0.36 4.12 0.09 MS -2.12 9.60 0.22 LS 0.00 -0.40 UNBRACE LENGTHS --------- - - - - -- SUPPORT CONNECTION: Bolt = 0.500 (A307 ) -- - - - - -- Bolt_Capacity(k ) -- Span Bolt Span Shear Bear Available Id - - -- Row - - -- Calc Limit Limit UC 1 2 - - - -- 0.19 Reduction Span - - -- 0.08 --- - - - - -- Minor---- - - - - -- ----------- 3.26 Cb----------- 3 Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 24.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 2 24.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 3 23.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) LOAD COMBINATION # 2 : DL +1.4SL -------------------------------------------- - - - - -- PURLIN ANALYSIS: -- - - - - -- Bolt_Capacity(k ) -- Span Bolt Span Shear Bear Max Id - - -- Row - - -- Calc Limit Limit UC 1 2 - - - -- 0.19 - - - -- 2.21 - - - -- 3.69 - - -- 0.08 2 2 0.18 2.21 3.26 0.08 3 2 0.18 2.21 3.26 0.08 LOAD COMBINATION # 2 : DL +1.4SL -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span -- - - - - -- Shear(k ) -- - - - - -- -------------- Moment(f-k )-------------- Mom +Shr Span Left Left Right Right Left Left MidSpan Right Right Id - - -- Sup - - - -- Lap Lap Sup - - - -- - - - -- - - - -- Sup - - - -- Lap Mom Loc - - - -- Lap Sup 1 1.65 -1.65 0.00 - - - -- - - - -- -10.10 12.27 - - - -- - - - -- 0.00 2 1.62 -1.62 0.00 -9.73 12.04 0.00 3 1.58 -1.58 0.00 -9.30 11.77 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id - - -- Loc Calc - -- - - - - -- Allow - - - -- UC - - -- Loc Calc Allow UC Loc UC Calc Allow 1 RS -1.65 5.99 0.27 - -- - - - - -- MS -10.10 - - - -- 11.17 - - -- 0.90 - -- LS - - -- 0.00 - - - - -- - - - -- -1.84 2 LS 1.62 4.12 0.39 MS -9.73 9.60 1.01 LS 0.00 -1.93 3 RS -1.58 4.12 0.38 MS -9.30 9.60 0.97 LS 0.00 -1.77 UNBRACE LENGTHS --------- - - - - -- Span --- - - - - -- Id Major LS LL - - -- - - - -- - - -- - - -- 1 24.5 0.0 0.0 2 24.1 0.0 0.0 3 23.5 0.0 0.0 Minor MS 0.0 0.0 0.0 -- - - - - -- -------- - - - Cb- RL RS LS LL MS 0.0 0.0 1.00 1.00 1.00 0.0 0.0 1.00 1.00 1.00 0.0 0.0 1.00 1.00 1.00 Available Reduction --- - - - - -- Factor RL RS Out In - - -- - - -- - - -- - - -- 1.00 1.00 1.00 0.50 1.00 1.00 1.00 0.50 1.00 1.00 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) 3/25/2008 RoofDes.out LOAD COMBINATION # 3 : DL +1.3WS1 PURLIN ANALYSIS: -- - - - - -- -Bolt Capacity(k ) -- Span Bolt Span Shear Bear Max Id Row Calc Limit Limit UC 1 2 0.82 2.21 3.69 0.37 2 2 0.81 2.21 3.26 0.37 3 2 0.79 2.21 3.26 0.36 LOAD COMBINATION # 3 : DL +1.3WS1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span -- - - - - -- Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- ) - - -- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.41 0.41 0.00 2.50 12.27 0.00 2 -0.40 0.40 0.00 2.41 12.04 0.00 3 -0.39 0.39 0.00 2.30 11.77 0.00 STRENGTH /DEFLECTION: Span - ----- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.41 7.98 0.05 MS 2.50 14.89 0.17 LS 0.00 0.46 2 RS 0.40 5.50 0.07 MS 2.41 12.80 0.19 LS 0.00 0.48 3 RS 0.39 5.50 0.07 MS 2.30 12.80 0.18 LS 0.00 0.44 UNBRACE LENGTHS SUPPORT CONNECTION: Bolt = 0.500 (A307 ) - -- Bolt_Capacity(k ) -- Span Bolt Shear Bear Max Id - - -- Row - - -- Available Limit Limit UC 1 2 - - - -- 0.20 - - - -- 2.94 - - - -- 3.69 - - -- 0.07 2 2 0.20 Reduction Span 0.07 --- - - - - -- Minor---- 0.20 - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 24.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 2 24.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 3 23.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) LOAD COMBINATION # 4 : DL +SL /2 +1.3WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Page 46 -------- Shear(k ) -- - - - - -- - ------- - - - - -- Moment(f -k ) --- - - - - -- - -- Bolt_Capacity(k ) -- Span Bolt Shear Bear Max Id - - -- Row - - -- Calc Limit Limit UC 1 2 - - - -- 0.20 - - - -- 2.94 - - - -- 3.69 - - -- 0.07 2 2 0.20 2.94 3.26 0.07 3 2 0.20 2.94 3.26 0.07 LOAD COMBINATION # 4 : DL +SL /2 +1.3WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: Page 46 -------- Shear(k ) -- - - - - -- - ------- - - - - -- Moment(f -k ) --- - - - - -- 3/25/2008 Roo Span Left Left Right Right Left Left MidSpan Right Right Id - - -- Sup - - - -- Lap Lap Sup - - - -- - - - -- - - - -- Sup - - - -- Lap Mom Loc - - - Lap Sup 1 0.62 -0.62 0.00 -- - - - -- - - - -- -3.80 12.27 - - - -- - - - -- 0.00 2 0.61 -0.61 0.00 -3.66 12.04 0.00 3 0.59 -0.59 0.00 -3.50 11.77 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.62 7.98 0.08 MS -3.80 14.89 0.26 LS 0.00 -0.69 2 LS 0.61 5.50 0.11 MS -3.66 12.80 0.29 LS 0.00 -0.73 3 RS -0.59 5.50 0.11 MS -3.50 12.80 0.27 LS 0.00 -0.66 UNBRACE LENGTHS SUPPORT CONNECTION: Bolt = 0.500 (A307 ) Span Bolt Id Row 1 2 2 2 3 2 - - -Bo Calc 0.31 0.30 0.30 lt_Capacity(k ) -- Shear Bear Max Limit Limit UC 2.94 3.69 0.11 2.94 3.26 0.10 2.94 3.26 0.10 LOAD COMBINATION # 5 : DL +SL +0.65WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: -- - - - - -- Shear(k ) -- - - - - -- ---- ---- - - - - -- Moment(f -k )-------------- Mom +Shr Span Left Left Right Right Left Left MidSpan Right Right Available Sup - - - -- Lap Lap Sup - - - -- - - - -- - - - -- Sup - - - -- Lap Mom Loc - - - -- Lap Sup 1 1.19 -1.19 0.00 - - - -- - - - -- -7.30 12.27 - - - -- - - - -- 0.00 2 Reduction Span 0.00 -- - - - - - -- Minor---- 3 - - - - -- ------- - - - -Cb - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 24.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 2 24.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 3 23.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) Span Bolt Id Row 1 2 2 2 3 2 - - -Bo Calc 0.31 0.30 0.30 lt_Capacity(k ) -- Shear Bear Max Limit Limit UC 2.94 3.69 0.11 2.94 3.26 0.10 2.94 3.26 0.10 LOAD COMBINATION # 5 : DL +SL +0.65WP1 -------------------------------------------- - - - - -- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span -- - - - - -- Shear(k ) -- - - - - -- ---- ---- - - - - -- Moment(f -k )-------------- Mom +Shr Span Left Left Right Right Left Left MidSpan Right Right Id - - -- Sup - - - -- Lap Lap Sup - - - -- - - - -- - - - -- Sup - - - -- Lap Mom Loc - - - -- Lap Sup 1 1.19 -1.19 0.00 - - - -- - - - -- -7.30 12.27 - - - -- - - - -- 0.00 2 1.17 -1.17 0.00 -7.03 12.04 0.00 3 1.14 -1.14 0.00 -6.72 11.77 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 1.19 7.98 0.15 MS -7.30 14.89 0.49 LS 0.00 -1.33 2 LS 1.17 5.50 0.21 MS -7.03 12.80 0.55 LS 0.00 -1.40 3 LS 1.14 5.50 0.21 MS -6.72 12.80 0.53 LS 0.00 -1.28 Paa UNBRACE LENGTHS 3/25/2008 Roo SUPPORT CONNECTION: Bolt = 0.500 (A307 ) -- -Bolt Capacity(k ) -- Span Bolt Shear Bear Max Id - - -- Row - - -- Available Limit Limit UC 1 2 - -- 0.60 - - - -- 2.94 - - - -- 3.69 - - -- 0.20 2 2 0.58 Reduction Span 0.20 --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id - - -- Major - - - -- LS - - -- LL - - -- MS - - -- RL RS LS LL MS RL RS Out In 1 24.5 0.0 0.0 0.0 - - -- 0.0 - - -- 0.0 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- 1.00 - - -- - - -- 1.00 0.50 2 24.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 3 23.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) DEFLECTION: LOAD COMBINATION # 1 : DL +LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 -0.42 3.27 0.13 2 -0.44 3.21 0.14 3 -0.40 3.14 0.13 LOAD COMBINATION # 2 : DL +SL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -1.33 3.27 0.41 2 -1.40 3.21 0.44 3 -1.28 3.14 0.41 LOAD COMBINATION # 3 : DL +0.49WS1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.14 3.27 0.04 2 0.14 3.21 0.04 3 0.13 3.14 0.04 LOAD COMBINATION # 4 ---------------- - - - - -- Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -0.69 3.27 2 -0.73 3.21 3 -0.66 3.14 DL +SL /2 +0.49WP1 --------------- Ratio 0.21 0.23 0.21 Page -- -Bolt Capacity(k ) -- Span Bolt Shear Bear Max Id - - -- Row - - -- Calc - - Limit Limit UC 1 2 - -- 0.60 - - - -- 2.94 - - - -- 3.69 - - -- 0.20 2 2 0.58 2.94 3.26 0.20 3 2 0.57 2.94 3.26 0.19 DEFLECTION: LOAD COMBINATION # 1 : DL +LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 -0.42 3.27 0.13 2 -0.44 3.21 0.14 3 -0.40 3.14 0.13 LOAD COMBINATION # 2 : DL +SL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -1.33 3.27 0.41 2 -1.40 3.21 0.44 3 -1.28 3.14 0.41 LOAD COMBINATION # 3 : DL +0.49WS1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio - - -- - - - - -- - - - -- - - - -- 1 0.14 3.27 0.04 2 0.14 3.21 0.04 3 0.13 3.14 0.04 LOAD COMBINATION # 4 ---------------- - - - - -- Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -0.69 3.27 2 -0.73 3.21 3 -0.66 3.14 DL +SL /2 +0.49WP1 --------------- Ratio 0.21 0.23 0.21 Page 3/25/2008 RoofDes.out Page 49 LOAD COMBINATION # 5 : Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -1.33 3.27 2 -1.40 3.21 3 -1.28 3.14 DL +SL +0.24WP1 Ratio 0.41 0.44 0.41 U08M0072A Eave Strut Design Report(Extension= 1) 3/24/08 11:44am EAVE EXTENSION EAVE STRUT EXTENSION ID # 1, WALL # 2 EAVE STRUT LAYOUT: (Extension Width= 4.00) Bay Span Eave Span Space No. ) - -- Id - -- Id - - -- Part -- - - - - -- (ft) - - - -- (ft) - - - - -- Brace Weight 1 1 100076 24.54 1.11 - - - -- 0 - - - - -- 104.3 2 2 100071 24.08 1.11 0 95.6 3 3 100071 23.54 1.11 0 93.5 Total(lb)= 293.4 STRESS /DEFLECTION: Span Load - - -- Shear(k ) - -- Id - - -- Id Calc Allow UC 1 - - -- 1 - - - -- -0.31 - - - -- 4.12 - - -- 0.08 2 1.36 4.12 0.33 3 0.34 5.50 0.06 4 0.51 5.50 0.09 5 -0.98 5.50 0.18 2 1 -0.30 3.36 0.09 2 1.34 3.36 0.40 3 0.33 4.48 0.07 4 0.50 4.48 0.11 5 -0.97 4.48 0.22 3 1 0.30 3.36 0.09 2 -1.31 3.36 0.39 3 -0.32 4.48 0.07 4 0.49 4.48 0.11 5 0.94 4.48 0.21 DEFLECTION: ------------------------ - - - - -- LOAD COMBINATION # 1 : ---------------- - - - - -- Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -0.40 3.27 2 -0.39 3.21 3 -0.36 3.14 DL +LL Ratio 0.12 0.12 0.11 -- Moment(f -k ) -- Calc Allow UC -1.90 8.83 0.22 -8.36 8.83 0.95 2.07 11.77 0.18 -3.14 11.77 0.27 -6.04 11.77 0.51 -1.83 7.86 0.23 -8.05 7.86 1.02 1.99 10.48 0.19 -3.03 10.48 0.29 -5.82 10.48 0.56 -1.75 7.86 0.22 -7.69 7.86 0.98 1.90 10.48 0.18 -2.89 10.48 0.28 -5.56 10.48 0.53 --- Deflect(in) -- Calc Allow UC -0.40 -1.74 0.43 -0.66 -1.26 -0.39 -1.73 0.43 -0.65 -1.25 -0.36 -1.58 0.39 -0.59 -1.14 3/25 LOAD COMBINATION # 2 : ---------------- - - - - -- Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -1.26 3.27 2 -1.25 3.21 3 -1.14 3.14 DL+SL Ratio 0.38 0.39 0.36 Roo LOAD COMBINATION # 3 : DL +0.49WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.13 3.27 0.04 2 0.13 3.21 0.04 3 0.12 3.14 0.04 LOAD COMBINATION # 4 : Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -0.66 3.27 2 -0.65 3.21 3 -0.59 3.14 LOAD COMBINATION # 5 : Span DEFLECTION(in) Id Calc Allow - - -- - - - - -- - - - -- 1 -1.26 3.27 2 -1.25 3.21 3 -1.14 3.14 U08M0072A Ro ---------------- - - - - -- PANEL LAYOUT: Surf Id Part Type 2 CR6 -80 CR 3 CR6 -80 CR PANEL STRENGTH: Surf Load Id Area Id - - -- - - - - -- - - -- 2 Left 1 2 3 2 Center 1 2 3 2 Right 1 2 3 - - -- - - - - -- - - -- DL +SL /2 +0.49WP1 Ratio 0.20 0.20 0.19 DL +SL +0.24WP1 Ratio 0.38 0.39 0.36 of Panel Summary 3/24/08 11:44am Surface No. Max Gage Yield Length Purlin Space 26.00 80.00 34.12 7 4.750 26.00 80.00 34.12 7 4.750 Support_ Moment(ft- lb /ft) Offset Calc Mn /sf Ratio - - - - -- - - - -- - - - -- - - - -- 28.0 81.0 137.2 0.59 28.0 27.9 182.8 0.15 4.5 -90.2 154.7 0.58 28.0 81.0 137.2 0.59 28.0 27.9 182.8 0.15 4.5 -57.5 154.7 0.37 28.0 81.0 137.2 0.59 28.0 27.9 182.8 0.15 4.5 -90.2 154.7 0.58 - - - - -- - - - -- - - - -- - - - -- Midspan_Moment(ft- lb /ft) Offset Calc Mn /sf Ratio - - - - -- - - - -- - - - -- - - - -- 1.8 -60.9 116.0 0.52 1.8 -21.0 154.7 0.14 1.8 70.8 182.8 0.39 1.8 -60.9 116.0 0.52 1.8 -21.0 154.7 0.14 1.8 45.5 182.8 0.25 1.8 -60.9 116.0 0.52 1.8 -21.0 154.7 0.14 1.8 70.8 182.8 0.39 - - - - -- - - - -- - - - -- - - - -- Page 50 3/25/2008 Roo 3 Left 1 6.1 81.0 137.2 0.59 32.3 -60.9 116.0 0.52 2 6.1 27.9 182.8 0.15 32.3 -21.0 154.7 0.14 3 29.6 -90.2 154.7 0.58 32.3 70.8 182.8 0.39 3 Center 1 6.1 81.0 137.2 0.59 32.3 -60.9 116.0 0.52 2 6.1 27.9 182.8 0.15 32.3 -21.0 154.7 0.14 3 29.6 -57.5 154.7 0.37 32.3 45.5 182.8 0.25 3 Right 1 6.1 81.0 137.2 0.59 32.3 -60.9 116.0 0.52 2 6.1 27.9 182.8 0.15 32.3 -21.0 154.7 0.14 3 29.6 -90.2 154.7 0.58 32.3 70.8 182.8 0.39 PANEL DEFLECTION: Surf Load Id Area Id - - -- - - - - -- - - -- 2 Left 4 5 6 2 Center 4 5 6 2 Right 4 5 6 - - -- - - - - -- - - -- 3 Left 4 5 6 3 Center 4 5 6 3 Right 4 5 6 LOAD COMBINATION: Load Id Description - - -- ----- - - - - -- 1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL 5 WP1 6 WS1 ----- Deflection(in) ----- Offset Calc Limit Ratio 2.3 -0.11 0.30 0.38 2.3 -0.03 0.30 0.11 2.3 0.16 0.30 0.52 2.3 -0.11 0.30 0.38 2.3 -0.03 0.30 0.11 2.3 0.10 0.30 0.34 2.3 -0.11 0.30 0.38 2.3 -0.03 0.30 0.11 2.3 0.16 0.30 0.52 - - - - -- - - - -- - - - -- - - - -- 31.9 -0.11 0.30 0.38 31.9 -0.03 0.30 0.11 31.9 0.16 0.30 0.52 31.9 -0.11 0.30 0.38 31.9 -0.03 0.30 0.11 31.9 0.10 0.30 0.34 31.9 -0.11 0.30 0.38 31.9 -0.03 0.30 0.11 31.9 0.16 0.30 0.52 U08M0072A Extension Panel Summary 3/24/08 11:44am PANEL LAYOUT: Ext Surface No. Max Id Locate Part Type Gage Yield Length Purlin Space - - -- - - - - -- -- - - - - -- - - -- - - - -- - - - -- - - - - - -- - - - - -- - - - -- 1 Roof CR6 -80 CR 26.00 80.00 4.01 2 2.007 PANEL STRENGTH: Ext Load Id Area Id - - -- - - - - -- - - -- 1 Roof 1 2 3 Support_ Moment(ft- lb /ft) Offset Calc Mn /sf Ratio - - - - -- - - - -- - - - -- - - - -- 4.0 29.2 137.2 0.21 4.0 6.6 182.8 0.04 4.0 -8.6 154.7 0.06 Midspan_Moment(ft- lb /ft) Offset Calc Mn /sf Ratio - - - - -- - - - -- - - - -- - - - -- 0.8 -23.4 116.0 0.20 5.2 -5.2 154.7 0.03 5.2 6.9 182.8 0.04 Page 51 PANEL DEFLECTION: 3/25/2008 RoofDes.out Page 52 Ext Load Id Area Id - - -- - - - - -- - - -- 1 Roof 4 5 6 LOAD COMBINATION: Load Id Description - - -- ----- - - - - -- 1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL 5 WP1 6 WS1 ----- Deflection(in) ----- Offset Calc Limit Ratio - - - - -- - - - -- - - - -- - - - -- 5.0 -0.01 0.13 0.07 5.0 0.00 0.13 0.01 5.0 0.00 0.13 0.02 ------------ ------------- - - - - - UO8M0072A Attachment Loads 3 /24/08 11:44am ROOF LOADS EW Attach -------- Wind------- - - - - -- Id -- Locate - - - - -- Walll - - - - -- Wa112 Roof React 1 0.00 1.22 - - - - -- 0.39 - - - - -- 0.00 - - - - -- 4.23 1 21.50 2.17 0.45 0.00 0.00 1 46.50 2.17 0.45 0.00 0.00 1 68.00 1.22 0.39 0.00 4.23 3 0.00 1.22 0.39 0.00 4.23 3 21.50 2.17 0.45 0.00 0.00 3 46.50 2.17 0.45 0.00 0.00 3 68.00 1.22 0.39 0.00 4.23 ROOF SHEAR EW Attach Locate React 0.027 Id -- Start - - - - -- End - - - - -- Wind Seismic(a) 1 0.00 21.50 - - - - - -- 2.62 ---- - - - - -- 3.68 1 21.50 46.50 0.00 0.00 1 -- 46.50 - - - - -- 68.00 -2.62 -3.68 3 0.00 - - - - -- 21.50 - - - - - -- 2.62 ---- - - - - -- 3.68 3 21.50 46.50 0.00 0.00 3 46.50 68.00 -2.62 -3.68 Seismic (a) Walll - - - - -- Wa112 Roof React 0.027 - - - - -- 0.027 - - - - -- 1.82 - - - - -- 5.55 0.064 0.064 3.55 0.00 0.064 0.064 3.55 0.00 0.027 - - -- 0.027 - - 2.23 5.96 0.027 - - -- 0.027 - - - - -- 1.82 - - - - -- 5.55 0.064 0.064 3.55 0.00 0.064 0.064 3.55 0.00 0.027 0.027 2.23 5.96 (a)Seismic results based on base shear values LOAD COMBINATIONS Max Wind Coeff Frame = 1.300 Brace = 1.300 Max Seismic Coeff Frame = 1.103 Brace = 1.103 SEISMIC LOAD Seismic Coeff= 0.179 Roof Total= 14.948 3/25/2008 Left EW Dead= 2.000 Front SW Dead= 2.000 Right EW Dead= 2.000 Back SW Dead= 2.000 Extend Dead = 10.000 Root U08M0072A Roof Diagonal Bracing Report 3/24/08 11:44am PANEL SHEAR: Vn /sf = 0.0 Calc Wind = 46.0 Seismic =109.5 DIAGONAL BRACING: DIAGONAL BRACING: Brace Tension(k ) Wall Bay Brace_Loc ---- - - Diag Brace - - -- - - -- Wind - -- -- Seismic -- Max Id Id Bot Top Type Size Part Calc Pn /sf Calc Pn /sf UC 4 1 0.0 18.0 R 0.750 RDC- 6.58 14.47 14.67 18.46 0.80 BASE REACTIONS: Wall Bay Col Wind Max Brace Tension(k ) Id Bay Brace Horz Vert( + / -) Diag Brace - - - -- - - -- Wind - - -- - -- Seismic -- Max Id Start End Type Size Part Calc Pn /sf Calc Pn /sf UC 3 0.00 21.50 R 0.625 RDB- 4.58 9.79 7.09 12.49 0.57 21.50 46.50 R 0.625 RDB- 0.00 9.79 0.00 12.49 0.00 Id - - -- 46.50 68.00 R 0.625 RDB- 4.58 9.79 7.09 12.49 0.57 UO8M0072A - - - -- 0.00 Sidewall - - - -- 999. Diagonal Bracing Report 3/24/08 11:44am 18.0 PANEL SHEAR: 655. U08M0072A Extension Diagonal Wall Base Wind Seismic Id - - -- Length Calc Calc Vn /sf 2 - - - - -- 0.0 - - - -- 710.0 - - - - - -- 710.0 - - - -- 71.0 4 0.0 710.0 710.0 71.0 DIAGONAL BRACING: Brace Tension(k ) Wall Bay Brace_Loc ---- - - Diag Brace - - -- - - -- Wind - -- -- Seismic -- Max Id Id Bot Top Type Size Part Calc Pn /sf Calc Pn /sf UC 4 1 0.0 18.0 R 0.750 RDC- 6.58 14.47 14.67 18.46 0.80 BASE REACTIONS: Wall Bay Col Wind Max Seismic Max Id Id Id Horz Vert( + / -) Hcrz Vert( + / -) 4 1 1 -5.49 3.62 -7.96 5.25 4 1 2 5.49 3.62 7.96 5.25 EAVE DEFLECTION: Wall Wall -- Deflection -- Id - - -- Height - - - - Wind Seismic Limit 2 -- 18.0 - - - -- 0.00 - - - - - -- 0.00 - - - -- 999. 4 18.0 0.15 0.33 655. U08M0072A Extension Diagonal Bracing Report 3/24/08 11:44am Pa 3/25/2008 PANEL SHEAR Ext --Panel Shear- Id Calc Allow 1 0.00 0.00 Roo U08M0072A Wind Bent Design Report 3/24/08 11:44am DESIGN FOR WIND BENT #: 1 ------------------- - - - - -- LOCATION: Wall Bay --Design Load- Deflect Limit Id Id Width Height Wind Seismic Wind Seismic - - -- - - -- - - - -- - - - - -- - - - -- - - - - - -- - - - -- - - - - - -- 2 3 22.96 16.75 5.49 8.55 60.0 60.0 MEMBER SELECTED: - --- Web - - -- Member Part Depth Thick Column W2013625 19.5 0.13 Rafter W1613631 15.4 0.13 UNBRACED LENGTH: - -- -Mil Member Major K Moment Column 25.13 1.50 15.42 Rafter 21.29 1.00 19.63 ACTIONS -- Flange - -- Width Thick Length Weight Yield 6.0 0.25 16.8 695.4 55.0 6.0 0.31 19.6 420.0 55.0 for--- - Axial Cb 15.42 1.75 21.29 2.30 Wind(k ,f -k ) Seismic(k ,f -k ) Member Axial Moment Axial Moment Column 4.15 42.35 6.46 65.90 Rafter 2.75 40.72 4.27 63.37 STRENGTH, DEFLECTION, REACTIONS: CONNECTIONS: - Plate _Size - - - - - -- Plate Type Thick Width Type Base 0.375 8.00 A36 Splice EE 0.750 6.00 A325 (a) Design results (b) Design results - - - - -- Bolts----- - - - - -- ---- Moment - - - -- Row Dia Gage Space Wind Seismic 2 0.750 4.00 4 1.000 3.50 4.38 40.72(a)146.20(b; adjusted by 1.333 adjusted by 1.275 STIFFENERS: Stiff Design -Plate _Size- -- Wind(k ) -- -- Seis(k ) -- Max Location Length Width Thick Cale Pn /sf Calc Pn /sf UC Horizontal 19.50 3.00 0.25 36.35 85.72 56.57 92.92 0.61 Horizontal 18.00 3.00 0.25 12.78 108.0 19.89 117.1 0.17 Page 54 - - -- Moment( f -k ) - -- Axl +Mom -- Deflection(in) -- Reactions(k ) Member Load - - - - -- - - -- Calc - - - - -- Mn /sf - - - - UC UC Calc Allow UC Horz Vert Column Wind 42.35 -- 81.41 - - -- 0.52 - - - - - -- 0.55 - - - -- - - - -- - - -- 0.62 3.22 0.19 - - - - -- - - - - -- 2.75 4.15 Seis 65.90 81.41 0.81 0.86 1.83 3.22 0.57 4.27 6.46 Rafter Wind 40.72 70.55 0.58 0.61 Seis 63.37 70.55 0.90 0.97 CONNECTIONS: - Plate _Size - - - - - -- Plate Type Thick Width Type Base 0.375 8.00 A36 Splice EE 0.750 6.00 A325 (a) Design results (b) Design results - - - - -- Bolts----- - - - - -- ---- Moment - - - -- Row Dia Gage Space Wind Seismic 2 0.750 4.00 4 1.000 3.50 4.38 40.72(a)146.20(b; adjusted by 1.333 adjusted by 1.275 STIFFENERS: Stiff Design -Plate _Size- -- Wind(k ) -- -- Seis(k ) -- Max Location Length Width Thick Cale Pn /sf Calc Pn /sf UC Horizontal 19.50 3.00 0.25 36.35 85.72 56.57 92.92 0.61 Horizontal 18.00 3.00 0.25 12.78 108.0 19.89 117.1 0.17 Page 54 3/25/2008 RoofDes.out COLUMN WEB SHEAR CHECK AT RAFTER CONNECTION: Web Thick Thick Thick Required Provided - - - -- -- - - - - -- -- - - - - -- 0.125 0.175 Stiffener Provided U08M0072A Braced Purlin Report 3/24/08 11:44am Surf Span Brace Purlin Id Id Loc. Size - - -- - - -- - - - - -- -- - - - - -- 2 2 18.5 1OZ098 ( 21.5) 2 3 18.5 102076 ( 21.5) 2 4 18.5 1OZ086 ( 21.5) 2 2 23.2 1OZ098 ( 21.5) 2 3 23.2 1OZ076 ( 21.5) 2 4 23.2 1OZ086 ( 21.5) Surf Span Brace Purlin Id Id Loc. Size - - -- - - -- - - - - -- -- - - - - -- 3 2 44.8 1OZ098 ( 46.5) 3 3 44.8 1OZ076 ( 46.5) 3 4 44.8 1OZ086 ( 46.5) 3 2 49.5 1OZ098 ( 46.5) Load Id 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 Load Id 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 - - -- Axial(k ) - - -- Cal- Allow UC - - - -- - - - -- - - -- 1.01 15.08 0.07 1.01 15.08 0.07 0.51 15.08 0.03 0.65 16.35 0.04 0.65 16.35 0.04 1.01 11.37 0.09 1.01 11.37 0.09 0.51 11.37 0.04 1.27 12.33 0.10 1.27 12.33 0.10 1.01 13.03 0.08 1.01 13.03 0.08 0.51 13.03 0.04 1.86 14.12 0.13 1.86 14.12 0.13 1.80 15.08 0.12 1.80 15.08 0.12 0.90 15.08 0.06 1.16 16.35 0.07 1.16 16.35 0.07 1.80 11.37 0.16 1.80 11.37 0.16 0.90 11.37 0.08 2.26 12.33 0.18 2.26 12.33 0.18 1.80 13.03 0.14 1.80 13.03 0.14 0.90 13.03 0.07 3.31 14.12 0.23 3.31 14.12 0.23 - - -- Axial(k ) ---- Calc Allow UC 1.80 15.08 0.12 1.80 15.08 0.12 0.90 15.08 0.06 1.16 16.35 0.07 1.16 16.35 0.07 1.80 11.37 0.16 1.80 11.37 0.16 0.90 11.37 0.08 2.26 12.33 0.18 2.26 12.33 0.18 1.80 13.03 0.14 1.80 13.03 0.14 0.90 13.03 0.07 3.31 14.12 0.23 3.31 14.12 0.23 1.01 15.08 0.07 1.01 15.08 0.07 0.51 15.08 0.03 -- Moment(f -k ) -- Calc Allow UC 4.28 11.94 0.36 -0.34 17.06 0.02 -6.77 17.06 0.40 -9.64 18.49 0.52 -0.55 18.49 0.03 -2.58 12.80 0.20 0.21 12.80 0.02 4.08 12.80 0.32 5.81 13.87 0.42 0.33 13.87 0.02 3.90 10.42 0.37 -0.31 14.89 0.02 -6.17 14.89 0.41 -8.78 16.14 0.54 -0.50 16.14 0.03 4.28 11.94 0.36 -0.34 17.06 0.02 -6.77 17.06 0.40 -9.64 18.49 0.52 -0.55 18.49 0.03 -2.58 12.80 0.20 0.21 12.80 0.02 4.08 12.80 0.32 5.81 13.87 0.42 0.33 13.87 0.02 3.90 10.42 0.37 -0.31 14.89 0.02 -6.17 14.89 0.41 -8.78 16.14 0.54 -0.50 16.14 0.03 -- Moment(f -k ) -- Calc Allow UC 4.28 11.94 0.36 -0.34 17.06 0.02 -6.77 17.06 0.40 -9.64 18.49 0.52 -0.55 18.49 0.03 -2.58 12.80 0.20 0.21 12.80 0.02 4.08 12.80 0.32 5.81 13.87 0.42 0.33 13.87 0.02 3.90 10.42 0.37 -0.31 14.89 0.02 -6.17 14.89 0.41 -8.78 16.14 0.54 -0.50 16.14 0.03 4.28 11.94 0.36 -0.34 17.06 0.02 -6.77 17.06 0.40 Axl +Mom UC 0.38 0.08 0.37 0.49 0.07 0.26 0.10 0.32 0.47 0.12 0.40 0.10 0.39 0. 61 0.16 0.43 0.14 0.40 0.52 0.10 0.34 0.17 0.36 0.56 0.20 0.47 0.16 0.43 0.72 0.26 Axl +Mom UC 0.43 0.14 0.40 0.52 0.10 0.34 0.17 0.36 0.56 0.20 0.47 0.16 0.43 0.72 0.26 0.38 0.08 0.37 Page 55 3/25/2008 Roo Wall 4 0.65 16.35 0.04 -9.64 18.49 0.52 0.49 Id 5 0.65 16.35 0.04 -0.55 18.49 0.03 0.07 3 3 49.5 1OZ076 1 1.01 11.37 0.09 -2.58 12.80 0.20 0.26 ( 46.5) 2 1.01 11.37 0.09 0.21 12.80 0.02 0.10 0.00 3 0.51 11.37 0.04 4.08 12.80 0.32 0.32 1.42 4 1.27 12.33 0.10 5.81 13.87 0.42 0.47 11.10 5 1.27 12.33 0.10 0.33 13.87 0.02 0.12 3 4 49.5 1OZ086 1 1.01 13.03 0.08 3.90 10.42 0.37 0.40 ( 46.5) 2 1.01 13.03 0.08 -0.31 14.89 0.02 0.10 3 0.51 13.03 0.04 -6.17 14.89 0.41 0.39 4 1.86 14.12 0.13 -8.78 16.14 0.54 0.61 5 1.86 14.12 0.13 -0.50 16.14 0.03 0.16 U08M0072A Eave Strut Report(Wall= 4) 3/24/08 11:44am Wall Bay Eave Bay Axial_Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio 2 1 lOE060 25.00 1.59 1.72 8.71 0.18 2 2 lOE060 25.00 1.59 3.39 11.10 0.30 2 3 IOE060 24.00 0.00 0.00 8.71 0.00 4 3 IOE060 25.00 1.59 1.42 8.71 0.18 4 2 10E060 25.00 1.59 2.78 11.10 0.25 4 1 IOE060 24.00 0.00 0.00 11.10 0.00 - Added Purlin Strut - - -- 4 1 P6x134 24.00 4.99 12.19 25.57 0.48 U08M0072A Strut Bolt Report 3/24/08 11:44am RAFTER CONNECTION: Location Purlin Eave Strut -- - - - - -- ----- - - - - -- ----- - - - - -- Left EW Welded Clip Direct Bolt RF Welded Clip Direct Bolt Right EW Welded Clip Direct Bolt EAVE STRUTS: Wall Frm_Line Id Id Type 2 1 EW 2 2 RF 2 3 RF 2 4 EW 4 1 EW 4 2 RF 4 3 RF 4 4 EW ---- Bolt_Selected--- No. Type Dia Wshr - -- - - - -- - - - -- - - -- 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 ----- Bolt_Capacity ----- Calc Shear Bear Ratio - - - -- - - - -- - - - -- - - - -- 1.72 11.78 5.15 0.33 3.39 11.78 5.15 0.66 3.39 11.78 5.15 0.66 0.00 11.78 5.15 0.00 1.59 11.78 5.15 0.31 2.78 11.78 5.15 0.54 2.78 11.78 5.15 0.54 0.00 11.78 5.15 0.00 Pagc 56 3/25/2008 PURLIN STRUTS AT EAVE: RoofDes.ow Surf Frm_Line Bay Brace - --- Bolt_Selected - -- Load ----- Bolt_Capacity ----- Id - - -- Id Type Id -- - - -- - -- Loc No. Type Dia Wshr Id Calc Shear Bear Ratio 2 3 - - - -- 0.00 - -- - - - -- 2 A325 - - - -- - - -- 0.500 0 - - -- 1 - - - -- - - - -- - - - -- - - - -- 0.00 12.56 14.63 0.00 PURLINS: -------- Bolt _Capacity -------- Surf Frm_Line Brace ---- Bolt --- - -- Shear - -- -- Bearing -- Id Id Type Loc No. Type Dia Wshr Calc Allow Calc Allow Ratio 2 1 EW 18.47 4 A307 0.500 1 1.01 11.78 1.01 16.81 0.09 2 2 RF 18.47 4 A307 0.500 1 1.01 11.78 1.01 26.08 0.09 2 3 RF 18.47 4 A307 0.500 1 1.90 11.78 1.27 26.08 0.16 2 4 EW 18.47 4 A307 0.500 1 1.90 11.78 1.86 14.75 0.16 2 1 EW 23.20 4 A307 0.500 1 1.80 11.78 1.80 16.81 0.15 2 2 RF 23.20 4 A307 0.500 1 1.80 11.78 1.80 26.08 0.15 2 3 RF 23.20 4 A307 0.500 1 3.37 11.78 2.26 26.08 0.29 2 4 EW 23.20 4 A307 0.500 1 3.37 11.78 3.31 14.75 0.29 3 1 EW 44.80 4 A307 0.500 1 1.80 11.78 1.80 16.81 0.15 3 2 RF 44.80 4 A307 0.500 1 1.80 11.78 1.80 26.08 0.15 3 3 RF 44.80 4 A307 0.500 1 3.37 11.78 2.26 26.08 0.29 3 4 EW 44.80 4 A307 0.500 1 3.37 11.78 3.31 14.75 0.29 3 1 EW 49.53 4 A307 0.500 1 1.01 11.78 1.01 16.81 0.09 3 2 RF 49.53 4 A307 0.500 1 1.01 11.78 1.01 26.08 0.09 3 3 RF 49.53 4 A307 0.500 1 1.90 11.78 1.27 26.08 0.16 3 4 EW 49.53 4 A307 0.500 1 1.90 11.78 1.86 14.75 0.16 ----------------------------- U08M0072A Roof Design Weight Summary 3/24/08 11:44am Roof Purlins = 5794.40 Extension Purlins = 640.90 Eave Struts = 497.28 Extension Eave Struts = 293.37 Struts = 222.96 Roof Bracing = 207.13 Wall Bracing = 86.43 Wind Bents = 1115.39 Total = 9151.23 ----------------------------- U08M0072A Roof Design Warning Report 3/24/08 11:44am Pa . No Warnings 3/25/2008 RfDes -Lout Page 1 U08M0072A Rigid Frame Design Code 3/24/08 11:44am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) ---------------------------- U08M0072A Base Plate and Anchor Bolt Design 3/24/08 11:44am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE PLATE & BOLT SIZE: -- Column - Base -- - -Plate Size(in) -- -- Bolts(A36 )- Loc. Typ - - - -- - -- Depth - - - -- Width Length Thick - - - -- - - - - -- - - - -- Row Diam Gage - -- Left P 12.7 8.0 12.69 0.375 - - - -- - - -- 2 1.000 4.00 Right P 12.7 8.0 12.69 0.375 2 1.000 4.00 BASE REACTIONS: --------- - - - - -- Column - Max_Comp- ----- Web -Max Tens- -Max Shear -Weak -- Loc. Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) _Axis Tens Moment Left 34 36.2 17a -13.0 4 20.2 0.0 0.0 Right 3 44.2 6a -13.3 4 20.2 0.0 0.0 a)Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: Outside Inside ----- Web Base ----- Base Shear(k /in ) _To_Base Shear(k/in ) _ Shear(k/in ) Id Size - - - -- - - - -- Typ Calc Rn /sf - -- - - - -- - Size Typ Calc Rn /sf Size Typ Calc Rn /sf Left 0.188 - - -- F1 0.81 4.33 - - - -- - -- 0.188 F1 - - - -- - - - -- 0.81 4.33 - - - -- - -- 0.188 F2 - - - -- - - - -- 0.84 2.78 Right 0.188 Fl 0.83 4.33 0.188 Fl 0.83 4.33 0.188 F2 0.84 2.78 U08M0072A Bolted- End -Plate Design --------------------------------- 3/24/08 11:44am Splice Yield = 55.00 (ksi ) 3/25/2008 Splice Member Web - Splice(in)- Ten -- -Load Id Typ Loc. Depth Width Thick Loc Id Axl - - - - -- - - - - -- - - - -- - - - -- - - - -- - -- -- - -- 1 VEE 1- 2 32.00 6.0 0.750 Top 4 20 Bot 5a -5 2 -EE 3- 4 29.10 6.0 0.625 Top 5a -7 Bot 4 20 3 VEE 5- 6 34.00 6.0 0.750 Top 3 20 Bot 6a -6 WELDS: Splice Id Side 1 L 1 R 2 L 2 R 3 L 3 R Ripe (k ,f -k ) -- Shr Mom 32 254 -10 97 0 41 0 176 -33 276 10 101 ---- Bolts(A325 ) - - - -- Row Diam Space Gage 2 1.000 4.38 3.50 2 1.000 4.38 3.50 2 0.750 4.00 3.50 2 0.750 4.00 3.50 2 1.000 4.38 3.50 2 1.000 4.38 3.50 a)Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) Outside_Flange_To_Bep Shear(k /in Size Typ Calc Rn /sf (a) Gl 11.98 (a) 0.250 F2 4.67 5.57 (a) G1 1.78 (a) (a) G1 1.73 (a) 0.250 F2 4.65 5.57 (a) G1 12.03 (a) Inside To_Bep Shear(k /in ) Size Typ Calc Rn /sf 0.250 F2 1.25 5.57 0.250 F2 1.34 5.57 0.250 F2 4.00 5.57 0.250 F2 3.84 5.57 0.250 F2 1.28 5.57 0.250 F2 1.19 5.57 (a)Full penetration groove weld ----- Web _Bep ------ Shear(k/in ) Size Typ Calc Rn /sf 0.188 F2 0.50 2.78 0.188 F2 0.50 2.78 0.188 F2 0.01 2.78 0.188 F2 0.01 2.78 0.188 F2 0.48 2.78 0.188 F2 0.48 2.78 U08M0072A Stiffener Report 3/24/08 11:44am Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: --------- - - - - -- ---- Stiffener - -- Location No. Left Col 1 Right Col 1 STIFFENER DESIGN: ----------- - - - - -- -- Web(in) -- -Stiffener Depth Thick Width Thick Length 35.00 0.220 3.00 0.250 35.00 35.00 0.220 3.00 0.250 35.00 Stiffener - -- Tension(k ) - - -- Location Load Calc Pn /sf Left Col 5 22.5 43.1 Right Col 6 21.5 43.1 WELDS: - Compression(k ) -- Max Load Calc Pn /sf UC 4 60.0 58.4 1.03 3 59.6 58.4 1.02 Page 2 --- Stiff_To_Flg /EP --- ----- Stiff - Web - - -- Stiffener Shear(k /in ) Shear(k/in ) Location ---- - - - - -- Size Typ Calc Rn /sf - - - -- - -- - - - -- - - Size Typ Calc Rn /sf Left Col - -- 0.250 Fl 2.81 5.57 - - - -- - -- 0.188 F1 - - - -- - - - -- 0.86 2.78 Right Col 0.250 F1 2.69 5.57 0.188 F1 0.85 2.78 Page 2 3/25/2008 RfDes -Lout Page 3 U08M0072A Flange Brace Report 3/24/08 11:44am Flange Brace Yield= 55.0 ksi Girt /Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A325 ) (2 Washers) Surf No Width Thick Width Web Brace Calc -- Brace_UC -- Conn Id Brace 6.0 Loc Side Part Depth Dist Force Comp Tens UC 1 1 2 1 L2525105 23.70 28.50 0.70 0.18 0.10 0.27 2 4 1 1 L2525105 30.30 28.50 0.81 0.22 0.12 0.18 - - - -- 0.275 - - - - -- 8.78 3 1 L2525105 17.30 28.50 0.43 0.10 0.06 0.10 8.98 10.06 5 1 L2525105 22.61 28.50 0.83 0.21 0.12 0.19 Locate - - - - -- 7 1 L2525105 28.36 28.50 0.76 0.20 0.11 0.17 3 4 1 1 L2525105 28.36 28.50 0.71 0.19 0.10 0.16 3 1 L2525105 22.61 28.50 0.84 0.21 0.12 0.19 5 1 L2525105 17.34 28.50 0.45 0.11 0.07 0.10 7 1 L2525105 32.06 28.50 0.87 0.24 0.13 0.20 4 1 2 1 L2525105 23.83 28.50 0.70 0.18 0.10 0.27 U08M0072A Weld Report: Web To Flange 3/24/08 11:44am - -Calc Max - Weld Shear- - - - - -- -Weld Provided----- - Member Segment Section Load Shear Size Rn /sf No. Id - - - - -- Id - - - - - -- Id - - - - - -- Id - - - - -- Win ) - - - - - -- (in) Win ) Type Side 1 1 1 4 1.27 - - - -- 0.188 - - - - - -- 2.78 - - -- F - - -- 1 2 2 29 4 0.85 0.188 2.78 F 1 3 3 31 4 1.03 0.188 2.78 F 1 4 4 76 3 1.05 0.188 2.78 F 1 5 5 78 3 0.87 0.188 2.78 F 1 6 6 106 3 1.24 0.188 2.78 F 1 U08M0072A Special Segment Report ---------------------- 3/24/08 11:44am FLANGE PLATE:(a) - - Initial -- - Required -- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.313 6.0 0.500 Rt Col 6.0 0.313 6.0 0.500 WEB PLATE:(b) - - - - -- Initial - - - - -- ----- Required - - - - -- ------ Load - - - - -- Shear Web Shear Shear Web Shear Shear Axial Moment Force Thick Calc Allow Thick Calc Allow Locate - - - - -- - Id (k ) -- - - - -- (f -k ) - - - - -- (k ) - - - -- (in) - - - -- (ksi ) (ksi ) (in) (ksi ) (ksi ) Lt Col 4 24.5 253.9 83.0 0.220 - - - - -- 10.78 - - - - -- 7.16 - - - -- 0.275 - - - - -- 8.78 - - - - -- 10.78 Rt Col 3 24.8 275.6 84.9 0.220 11.02 6.68 0.275 8.98 10.06 WEB DESIGN: Locate - - - - -- H Av Kv Cv Lt Col - - - -- - - - -- - - 35.00 30.65 11.52 - -- - - - -- 0.55 3/25/2008 RfDes -Lout Rt Col 35.00 32.66 10.74 0.51 (a)DS_BUILD(frame37) =1 .. see help. (b)DS BUILD(frame36) =2 .. see help. ----------------------------- U08M0072A Design Summary Report 3/24/08 11:44am FRAME: Id = 1 Type = RF Line Id= 2 3 MEMBERS Mem Segl Flange lWeb_Depthl Plate Thickness I Max_UCV I Max UCO I Max UCI Id Id I Len WidlStrt Endl Web 0 -flg I flglId Ld UcvlId Ld Uco11d Ld Uci 1 1 17.2 6.0 12.0 35.0 0.220 0.313 0.375 17 4 0.75 15 33 0.71 15 4 1.01 2 2 10.7 6.0 32.0 17.0 0.250 0.313 0.313 18 34 0.75 19 33 0.81 18 4 1.00 3 3 20.0 6.0 17.0 29.0 0.164 0.500 0.313 31 4 0.91 42 34 1.02 39 34 0.92 4 4 20.0 6.0 29.0 17.0 0.188 0.500 0.313 76 3 0.63 60 33 0.98 62 33 0.91 5 5 10.7 6.0 17.0 34.0 0.250 0.313 0.313 89 3 0.80 88 3 0.86 89 3 1.03 6 6 17.2 6.0 35.0 12.0 0.220 0.313 0.375 90 3 0.73 92 34 0.71 92 3 1.03 LOAD COMBINATIONS: 3 - DL +CL +SL 4 - DL +CL +SL 33 - DL +CL +AUX1 34 - DL +CL +AUX2 FRAME AREA: Frame Area = 199.32 Building Area = 1320.33 Ratio= 0.15 WEIGHTS Member 1 2 3 4 5 6 ---- - - - - -- - - -- - - -- - - -- - - -- - - -- - - -- Weight (lb) 569 359 588 624 369 568 Total Weight (lb) Frame Members = Interior Col. _ Conn. Plates = Base Plates = Trans Stiff = 3078 0 287 22 0 3386 REACTIONS: (Sidewall Columns) Load -- - - - - -- -Left Column Id - - -- Fx(k ) - - - - -- Fy(k ) - - - - - -- Fz(k ) M(f -k ) 1 13.23 23.49 - - - - - -- 0.00 - - - - - -- 0.00 2 13.24 23.57 0.00 0.00 3 20.19 35.96 0.00 0.00 4 20.21 36.08 0.00 0.00 5 -8.54 -10.71 0.00 0.00 6 -0.02 -5.32 0.00 0.00 7 -6.80 -4.57 0.00 0.00 --------- Right _Column -------- Fx(k ) Fy(k ) Fz(k ) M(f -k ) - - - - -- - - - - - -- - - - - - -- - - - - - -- -13.23 26.12 0.00 0.00 -13.24 26.04 0.00 0.00 -20.19 44.16 0.00 0.00 -20.21 44.03 0.00 0.00 -0.27 -7.89 0.00 0.00 8.37 -13.29 0.00 0.00 -2.10 -1.69 0.00 0.00 Page 4 3/25/2008 Mes -Lout Page 5 8 1.81 0.88 0.00 0.00 6.64 -7.15 0.00 0.00 9 1.32 6.49 0.00 0.00 -10.13 13.27 0.00 0.00 10 9.86 12.00 0.00 0.00 -1.50 7.76 0.00 0.00 11 3.04 12.63 0.00 0.00 -11.95 19.47 0.00 0.00 12 11.67 18.20 0.00 0.00 -3.23 13.90 0.00 0.00 13 14.93 28.57 0.00 0.00 -19.33 38.00 0.00 0.00 14 19.21 31.39 0.00 0.00 -15.03 35.17 0.00 0.00 15 15.78 31.64 0.00 0.00 -20.23 41.10 0.00 0.00 16 20.11 34.49 0.00 0.00 -15.89 38.24 0.00 0.00 17 -2.06 -13.02 5.50 0.00 2.52 -6.45 0.00 0.00 18 -1.96 -5.82 0.00 0.00 2.42 -6.40 0.00 0.00 19 -2.50 -10.43 5.50 0.00 2.04 -9.04 0.00 0.00 20 -2.39 -3.23 0.00 0.00 1.93 -8.99 0.00 0.00 21 7.81 4.26 5.50 0.00 -7.35 14.64 0.00 0.00 22 7.90 11.46 0.00 0.00 -7.45 14.69 0.00 0.00 23 7.37 6.81 5.50 0.00 -7.82 12.09 0.00 0.00 24 7.47 14.01 0.00 0.00 -7.93 12.15 0.00 0.00 25 18.17 27.50 2.75 0.00 -17.95 38.63 0.00 0.00 26 18.22 31.10 0.00 0.00 -17.99 38.66 0.00 0.00 27 17.95 28.75 2.75 0.00 -18.18 37.39 0.00 0.00 28 18.00 32.34 0.00 0.00 -18.23 37.42 0.00 0.00 29 4.08 12.49 0.00 0.00 -11.79 18.37 0.00 0.00 30 11.69 16.38 0.00 0.00 -3.98 14.49 0.00 0.00 31 -2.16 1.41 0.00 0.00 -5.55 5.47 0.00 0.00 32 5.44 5.18 0.00 0.00 2.27 1.70 0.00 0.00 33 17.74 23.40 0.00 0.00 -17.65 36.56 0.00 0.00 34 17.74 36.23 0.00 0.00 -17.83 23.74 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id - - -- Left - - -- Right - - - -- @ Midspan --- - - - 1 -0.25 0.19 - -- -2.53 2 -0.25 0.19 -2.53 3 -0.30 0.38 -3.90 4 -0.30 0.38 -3.90 5 0.51 0.43 0.52 6 -0.42 -0.51 0.50 7 0.48 0.46 0.10 8 -0.48 -0.49 0.08 9 0.41 0.65 -1.38 10 -0.58 -0.33 -1.39 11 0.37 0.69 -1.80 12 -0.64 -0.32 -1.81 13 0.04 0.65 -3.45 14 -0.49 0.13 -3.45 15 0.02 0.66 -3.66 16 -0.51 0.13 -3.66 17 -0.14 -0.21 0.47 18 -0.12 -0.19 0.47 19 0.25 0.17 0.47 20 0.27 0.20 0.47 21 -0.28 -0.02 -1.43 22 -0.26 0.00 -1.43 23 0.12 0.39 -1.43 24 0.15 0.41 -1.43 25 -0.33 0.29 -3.47 26 -0.32 0.30 -3.47 27 -0.11 0.51 -3.47 28 -0.10 0.52 -3.47 29 1.11 1.37 -1.49 30 -1.37 -1.10 -1.53 31 1.18 1.22 -0.30 32 -1.24 -1.17 -0.33 33 -1.61 -1.00 -3.42 3/25/2008 34 0.86 1.46 -3.40 DEFLECTIONS RATIO: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan - - -- - - -- - - - -- --- - - - - -- 1 810 1068 322 2 810 1068 322 3 676 537 209 4 676 537 209 5 401 484 1568 6 488 407 1616 7 427 448 8143 8 432 417 9680 9 508 316 592 10 355 626 585 11 549 299 454 12 324 648 450 13 5410 318 236 14 424 1635 236 15 9590 310 223 16 402 1549 222 17 1435 964 1754 18 1700 1074 1752 19 837 1183 1743 20 763 1044 1741 21 723 10203 569 22 787 89794 569 23 1658 532 570 24 1385 501 571 25 628 708 234 26 652 681 234 27 1842 407 234 28 2075 397 235 29 185 150 547 30 150 187 534 31 175 168 2752 32 166 175 2470 33 127 205 238 34 238 140 239 MAX DEFLECTION: Type Deflect Span /Deflect ---------- - - - - -- - - - - - -- ------ - - - - -- Live Vertical -3.23 253. Horizontal Drift -1.61 128. P -DELTA CHECK:(Direct Analysis) --------------------------- - - - - -- Max Deflect Ratio Left Column: 0.0483 Right Column: 0.0494 Max first order drift (in) = 1.49 Max second order drift (in) = 1.61 Ratio second /first = 1.08 RfDes -Lout Limit 180. 60. Page 6 UO8M0072A Flan 9 ---------------- - - - - -- 3/24/08 11:44am e Hole 3/25/2008 RMes -Lout ---------------------------- --------- UO8M0072A Rigid Frame Clearances 3/24/08 11:44am VERTICAL CLEARANCE: ------------- - - - - -- Location ------------------------ Left Right Col Midspan HORIZONTAL CLEARANCE: --------------- - - - - -- Location ------------------------ Left - Right Col Span X Coord Y Coord - - - - - -- -- - - - - -- -- - - - - -- 14'08-11" 3'07 -10" 14'08 -11" 14'06 -11" 64'04 -06" 14'06 -11" 17'06 -01" 34'00 -00" 17'06 -01" Span X Coordl X Coord2 - - - - - -- -- - - - - -- -- - - - - -- 60'08-11" 3'07 -10" 64'04 -06" Page 7 U08M0072A Rigid Frame Design Warnings 3/24/08 11:44am ------- - - - - -- No Warnings